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Response to Information Request 5-7 Rufous Street Peregian Beach - Attachment E MCU13/0092
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Page 2
PEKOL TRAFFIC & TRANSPORT
ABN 96 067 593 962
P 07 3839 6771
PEKOl TRAFFIC & TRANSPORT level G 67 SI Pauls Tce
Spring Hill Q 4000
www.pn.COM.AU
29 July 2013
Multi Span Australia Pty Ltd
C/- DFS Group
PO Box 605
Maroochydore QLD 4558
Attention: Gary Dillon
Dear Gary,
RE: 5 - 7 RUFOUS STREET, PEREGIAN BEACH
RESPONSE TO INFORMATION REQUEST
This letter has been prepared in response to traffic and transport issues raised in Sunshine Coast Regional
Council’s (SCRC) information request (IR) for Development Application Ref MCU13/0092. The proposed
development comprises a shopping centre development which includes a supermarket and associated specialty
shops with a total of 1,900m2 GFA. The site is located on the eastern side of Rufous Street, south of Woodland
Drive and to the west of the David Low Way.
The issues raised in the SCRC IR and addressed below include:
_ access for service vehicles and customers/pedestrians
_ internal car parking layout and vehicle manoeuvring
_ provision for on-site queuing
_ external road improvements to Rufous Street
_ assumptions of the submitted Traffic Impact Assessment including the timing of traffic count data, traffic
generation rates and SIDRA intersection capacity modelling
_ impact of additional traffic movements on the amenity of existing residents on Woodland Drive
ACCESS
Following receipt of Council’s IR, the proposed development has been redesigned to provide two points of
vehicular access on Rufous Street. The northern access would be restricted to entry for service vehicles only. The
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southern point of access wot d be for ingress and egress for general customer traffic and egress of service vehicles
using the main loading area.
This arrangement is shown in Figure 1 and provides for the one-way circulation of service vehicles and reduces
the potential for any conflict between service vehicles and pedestrians in accordance with AS2890.1 and
AS2890.2. This change also addresses the issue of on-site queuing identified in the IR (see below).
The on-site service area has been designed to accommodate a HRV, with the swept path of this vehicle shown in
Figure 1 below.
Figure 1: SITE ACCESS INTERSECTIONS WITH RUFOUS STREET
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INTERNAL CAR PARKING AND MANOEUVRING
The Noosa Plan Driveways and Car Parking Code states at S13.1 that "in large open car parks with greater than
200 car parking spaces, a pedestrian path between parking spaces is provided on every second aisle". As the
proposed development only comprises lOS parking spaces, it is not considered necessary to provide dedicated
pedestrian paths within the car parking layout. However, a shared pedestrian / vehicle zone is proposed at the
northern end of the circwation aisles. This facility in combination with the the relatively short sections of aisles is
expected to ensure low vehicle speeds and a safe environment for pedestrians. The car parking layout is therefore
considered to be in accordance with the AS2890.1 and the Noosa Plan.
P:\201l.12\12.060 PEREGIAN BEACH SC\REPORTS\l2-060 RFl LETTER REPORT.DOCX 2
Page 4
The IR also requires demonstration that there is suffticient space for vehicles to pass on internal access aisles and
intersections. The car parking layout has been modified to ensure that a B85 vehicle can pass a B99 vehicle at all
locations in accordance with clause 2.5.2(c) of AS2890.1. This is shown in Figure 2 and Attachment A.
Figure 2: INTERNAL CAR PARKING MANOUVERING
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ON-SITE QUEUING
It is understood that the concerns over on-site queuing raised in the IR relate to the proximity of the site access
to the manouevering area of service vehicles. With the redesigned loading area and the proposed one-way
circulation of servicing movements, this issue has been addressed as there will no longer be reversing movements
by service vehicles conflicting with general traffic at the main site access.
EXTERNAL ROAD IMPROVEMENTS
The IR requests detail regarding the proposed improvements to Rufous Street (extending from Woodland Drive
to the site entrance). However, it is considered that Council will condition the provision of these improvement
works in line with their requirements. Rufous Street has a wide verge and there is sufficient available area to
P:12011-12\I HJ60 PEREGIAN BEACH SClREPORTSI12.Q60 RFI LETTER REPORT.DOCX 3
Page 5
permit the necessary modifications including the provision of a footpath extending from the existing path on
Woodland Drive to the site access.
ASSUMPTIONS OF TRAFFIC REPORT
Traffic Count Data
Previously, traffic counts were undertaken on Thursday 2pt February between the hours of 4pm -
6pm and
Saturday 23,d February between the hours of llam -lpm at the David Low Way / Woodland Drive intersection.
Following comments from SCRC that the likely Thursday peak hour is that associated with the after school peak,
the intersection was re-surveyed on Thursday 18th July between the hours of 2pm and 6pm.This resulting data is
included in Attachment B and indicates that the Thursday evening peak hour is 3pm -
4pm.
The traffic survey also recorded maximum queue lengths on each approach every 15 minutes. At no point during
the survey period, did the enumerators note any impact on the David Low Way / Woodland Drive intersection
resulting from vehicles queuing back from the downstream roundabout at David Low Way / Heron Street.
Traffic Generation and Distribution
The submitted Traffic Impact Assessment used traffic generation rates contained in the RTA Traffic Generating
Developments document. We have re-estimated the development traffic generation based on alternative rates for
shopping centres (for Provincial Cities). The revised traffic generation calculations are shown in Figure 3 and
surnmarised in Table 1.
P:\2011-12112-060 PEREGIAN BEACH SCIREPORTSI12-060 RFI LEITER REPORT.DOCX 4
Page 6
Figure 3: TRAFFIC GENERATION FOR SHOPPING CENTRE USE
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GROSS LEASABLE FLOOR AREA (OOO’s of sq,m.l
Table 1: PROPOSED DEVELOPMENT TRAFFIC GENERATION
Ip...... -= 11 R."
)[ TrIps II IntO.Ipllt
Thursday (14.6 10%) -
13.1 243 50:50
Saturday (14.6 +10%) 16.1 297 50:50
Consistent with the Department of Transport and Main Roads (DTMR)Guidelines for Assessment of Road
Impacts of Development (GARID),we have made an allowance for linked trips which divert to the site from the
adjacent roads. Appendix F of GARID suggests that for a shopping centre less than 3,OOOm2 GFA, 18% of trips
are undiverted drop in trips. This equates to 44 trips during the Thursday evening peak period, and 53 during the
Saturday peak period.
The distribution of the proposed development related traffic on the existing road network has been estimated
based on the directional split inherent in the traffic surveys. The expected development traffic distribution is the
same as assumed in the submitted Traffic Impact Assessment, as shown in Figure 4.
P,12011.12\l2.060 PEREGIAN BEACH SClREPORTSI12.060 RFI LEifER REPORT.DOCX 5
Page 7
Figure 4: DEVELOPMENT DIRECTIONAL DISTRIBUTION
45%
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David Low Way (North) David Low Way (South)
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95%
100%
L 100%--.1 J Rufous Street
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Intersection Operations
Updated SIDRA analyses were conducted to quantify the existing and future traffic operations at the David Low
Way / Woodland Drive intersection and the Woodland Drive / Rufous Street intersection. These analyses were
based on the updated traffic generation rates and traffic survey data in the case of the Thursday evening peak
hour.
The proportion of heavy vehicles and the peak flow factors at the intersections have been derived from the traffic
count survey data at the David Low Way / Woodland Drive intersection and these are shown in Table 2.
Table 2: PEAK FLOW FACTOR AND HEAVY VEHICLE PERCENTAGE
I Period
II P-:ak!:W I[H-~:;a-’Cl
Thursday PM Peak Hour 96% 3%
Saturday Peak Hour 95% 1%
As required by the IR, we attempted to calibrate the David Low Way / Woodland Drive intersection to the
observed queue lengths from the traffic survey. The Exiting Flow Effect parameter was increased to 100% on the
Woodland Drive approach. However, this had no impact on the base model queues. Gap acceptance parameters
P:12011-12\l2-060 PEREGIAN BEACH SClREPORTSI12-U60 RFl LEITER REPORT.DOCX 6
Page 8
were then adjusted to reproduce the level of queuing on the Woodland Drive leg. A Critical Gap value in excess of 7 seconds was required in order to obtain similar queuing to that observed in the traffic surveys. As this is an unrealistically high value, the parameters detailed in Table 13.7 of Main Roads’ Road Planning and Design Manual were used instead. As per the assumptions in the submitted Traffic Impact Assessment, the following development staging has been adopted: - Traffic Counts: 2013 - Development Application: 2013 - Construction and Full Occupation: 2015 - Occupation plus 10 years: 2025 A background traffic growth rate of 1.8% per annum has been adopted, as sourced from the Department of Local Government and Planning (DLGP)Population Forecasts. Davjd Low Way / Woodland Drive Intersection In all the pre-development scenarios, the Woodland Drive approach has been modelled on the basis of the existing configuration with a single approach lane from the west. However, to improve the capacity of the intersection for the post-development scenarios, it is recommended that separate right and left turn lanes be provided for the first 18m of Woodland Drive. This intersection upgrade would help address the traffic impacts generated by the proposed development. On site observations suggests that there is sufficient carriageway width to provide two lanes without any widening. Figure 5 demonstrates the upgraded intersection layout analysed in the post-development scenarios. P:12011.121 12.060 PEREGIAN BEACH SClREPORTSI12-060 RFI LETTER REPORT.DOCX 7
Page 9
Figure 5: PROPOSED UPGRADED INTERSECTION LAYOUT
O.wid low Way’ North
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The results of the SIDRA analyses for the David Low Way / Woodland Drive intersection are summarised in
Table 3 and presented in full in Attachment C.
Table 3: DAVID LOW WAY / WOODLAND DRIVE OPERATIONS
95th
~ UK HOUR & SCENARIO
I DIO..IO.
SATURAnON
PERCENTILE
QUEUS
ICllnlCAL MOVEMINt
Evening Peak
2013 Existing Conditions 33% 0.5 South: David Low Way -
Through and Left
2015 Pre Development 34% 0.5 South: David Low Way -
Through and Left
2015 Post Development 44% 1.6 West: Woodlands Drive -
Left and Right
2025 Pre Development 40% 0.8 South: David Low Way -
Through and Left
2025 Post Development 69% 2.8 West: Woodlands Drive -
Left and Right
Saturday Peak
2013 Existing Conditions 30% 0.5 South: David Low Way -
Through and Left
2015 Pre Development 31% 0.5 South: David Low Way -
Through and Left
2015 Post Development 43% 1.7 West: Woodlands Drive -
Left and Right
2025 Pre Development 36% 0.7 South: David Low Way -
Through and Left
2025 Post Development 62% 2.6 West: Woodlands Drive - Left and Right
P:12011.12\l2.060 PEREGIAN BEACH SClREPORTSI12.UO RFI LEITER REPORT.DOCX 8
Page 10
Table 3 demonstrates that the David Low Way / Woodland Drive intersection is expected to experience
"excellent" or "very good" operations during the weekday evening and Saturday peak periods. The addition of
the development related traffic is not expected to significantly affect the critical degree of saturation.
As the post-development scenarios have a degree of saturation below 70%,it is considered that there is sufficient
capacity to accommodate traffic volumes during peak holiday periods.
Woodland Drive /Rufous Street
The results of the updated SIDRA analyses performed to quantify the existing and future year (ie 2015 and 2025)
peak hour operations of this intersection are summarised in Table 4 and presented in full in Attachment C.
Table 4: WOODLAND DRIVE/RUFOUS STREET OPERATIONS
1.....110l1li a --
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M_Nt
Evening Peak
2013 Existing Conditions 5% 0.2 South: Rufous Street -
Left and Right
2015 Pre Development 5% 0.2 South: Rufous Street -
Left and Right
2015 Post Development 24% 1.0 South: Rufous Street - Left and Right
2025 Pre Development 5% 0.2 South: Rufous Street -
Left and Right
2025 Post Development 25% 1.1 South: Rufous Street -
Left and Right
Saturday Peak
2013 Existing Conditions 5% 0.2 South: Rufous Street -
Left and Right
2015 Pre Development 5% 0.2 South: Rufous Street - Left and Right
2015 Post Development 28% 1.3 South: Rufous Street - Left and Right
2025 Pre Development 5% 0.2 South: Rufous Street -
Left and Right
2025 Post Development 29% 1.3 South: Rufous Street -
Left and Right
The results in Table 4 indicate that even with the addition of development related traffic, the Woodland Drive /
Rufous Street intersection will experience "excellent" conditions.
AMENITY IMPACT
Woodland Drive is a collector road and is designed to accommodate up to 4,000 daily vehicle flows according to
the Noosa Plan (Planning Scheme Policy 5). In the 2025 post-development scenario, the section of Woodland
Drive between David Low Way and Rufous Street is predicted to accommodate less than 4,000 daily movements
(based on a 10% peak hour flow /daily flow factor) as shown in Table 5.
P:12011-12\12-Q60 PEREGIAN BEACH SClREPORTSI12-060 RfI LETTER REPORT.DOCX 9
Page 11
Table 5: PREDICTED POST-DEVELPOPMENT TRAFFIC FLOWS ON WOODLAND DRIVE
I......... II P_k Hour FI... 11 DallyFl...
Thursday PM Peak Hour 338 3,378
Saturday Peak Hour 365 3,653
There are three residential properties which take access from the northern side of Woodland Drive, to the east of
Rufous Street and to the west of David Low Way. The nearest driveway access to the David Low Way (to no. 2
Woodland Drive) is located approximately 22m back from the give-way line. Any queuing back on the
Woodland Drive approach to the David Low Way intersection could impact access to and from these properties.
However, the 95th percentile queues predicted in the Thursday and Saturday 2025 post-development scenarios
are less than three vehicles long (ie less than 18m). Therefore, it is not anticipated that access to these properties
will be adversely impacted by traffic generated by the proposed development.
The properties on Woodland Drive located to the west of Rufous Street are unlikely to be adversely impacted by
additional traffic movements generated by the proposed development, with negligible increases in vehicle flows
predicted in this direction.
CONCLUSIONS
In response to the items raised in the Information Request from SCRC the proposed development has been
redesigned and the assumptions of the Traffic Impact Assessment revised. The main points to note are:
_ The proposed development layout is consistent with AS2890 and the Noosa Plan
_ The traffic impacts resulting from the proposed development are relatively minor and can be addressed by
the works proposed
If you have any questions regarding the issues discussed above, please do not hesitate to contact us.
Yours sincerely,
Adam Pekol
Director (RPEQ 5286)
P:12011.12\!H)60 PEREGIAN BEACH SClREPORTSI12.060 Rfl LETTER REPORT.DOCX 10
Page 12
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DATE:
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P 07 3839 6771 SCALE: 1:200@A3
[email protected] Project: 12-060 Peregian
JOB NO: 12-060
GD02 67 SI Pauls Terrace Spring Hill OLD 4000
PEKOL TRAffiC & TRANSPORT DRAWING:
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AUSTRAFFIC MANUAL INTERSECTION COUNT
Site No.:
Location: David Low WayIWoodland Drive, Peregian Beach
Day/Date:Thursday 18 July 20 13
Summary: AM Peak: Hour ending - n/a
PM Peak: Hour ending -
4:00 PM
David Low Way (north)
...... .............................................................................................................................. .......
Total 2 3 Total Movements
vol
-
AM PEAK
0%. 0% 0% 0% 0% %CV
584 19 494 514 vol
-
PM PEAK
311J.. 0% 0% 5% 50/.. %CV
.
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Total~
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Woodland Drive (west)
Total~
vol
AM PEAK I---
%CV 0"1. 0% 0% 0% 00/.
vol 615 33 567 15 538
PM PEAK f--
",cv 3% 0% 3% 0% 4%
Total 6 5 4 Total
...... .............................................................................................................................. .......
David Low Way (south)
Legend
vol =
total vehicle volume
% CV =
percentage ofcommercial vehicles (trucks and buses)
Page 15
MOVEMENT SUMMARY
\l Site: 2013 PM Existing Conditions
12-060 Peregian Beach SC
David Low Way I Woodland Drive
2013 PM Existing Conditions
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
.Average. Level of’.
’
Mov 00 Demand Flows Deg.~ 95% Back of Queue ’Prop. Effective’i.. Average
10 Mov Total.’ HV Satn Delay Service Vehicles Distance Queued Stop Rate’ Speed,
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veh/h’ ,.%y., ;.~ ’vIe .r qsec’ ,
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South: David Low Way -
South
1 L2 34 3.0 0.328 0.6 LOSA 0.1 0.4 0.00 0.07 59.1
2 T1 591 3.0 0.328 0.6 LOSA 0.1 0.4 0.00 0.07 59.1
3u U 16 3.0 0.015 13.1 LOS B 0.1 0.4 0.51 0.70 44.7
Approach 641 3.0 0.328 0.9 NA 0.1 0.4 0.01 0.09 58.7
North: David Low Way -
North
8 T1 515 3.0 0.269 0.0 LOSA 0.1 0.7 0.00 0.00 59.9
9 R2 20 3.0 0.024 12.4 LOS B 0.1 0.7 0.56 0.73 45.2
9u U 1 3.0 0.024 12.4 LOS B 0.1 0.7 0.56 0.73 45.2
Approach 535 3.0 0.269 0.5 NA 0.1 0.7 0.02 0.03 59.2
West: Woodland Drive -
West
10 L2 17 3.0 0.148 20.1 LOSC 0.5 3.7 0.76 0.89 39.3
12 R2 30 3.0 0.148 20.1 LOSC 0.5 3.7 0.76 0.89 39.3
Approach 47 3.0 0.148 20.1 LOSC 0.5 3.7 0.76 0.89 39.3
All Vehicles 1223 3.0 0.328 1.4 NA 0.5 3.7 0.05 0.09 57.8
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak lik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Tuesday, 23 July 2013 2:51 :52 PM Copyright @ 2000-2013 Akcelik and Associates Pty LId
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com SIDRA
Project: P:12011-12\12-060 Peregian Beach SC\Calcs\SIDRA\Revised SIDRA\David Low Way - Woodland Dr.sip6 INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS /1 PC
Page 16
MOVEMENT SUMMARY
V Site: 2015 PM Pre Development
12-060 Peregian Beach SC
David Low Way I Woodland Drive
2015 PM Pre Development
Giveway I Yield (Two-Way)
Movement Performance -
Vehicles
Mov ~
.
00 Demand Flows,’: fe’" Deg.".~’ Average;~ Lev l of ~" 95% Back of.Oue e ."
.
,.
Prop:
f
.Effective ";.’Average’
p
.
10 Mov’ Total HV:,’, ; Satn’~!t, Delay:, :’. Service~ ,... Vehicles’; ’Distance :Oueued ’~. Stop Rate /,,’ Speed,’-
0/0 ~1 ~.~ /;;Jv/c ~f: ~(~l ,~~4~...,v h~~~.i~ l~~’\’ m ~~1r .jl\~~::./):::;,.- er veh ’;{ km/t
-
J
.1"
.
: ~
.
veh/h ,i#( see ," ~’" #, ~
’" ,.~t
~
South: David Low Way -
South
1 L2 35 3.0 0.339 0.6 LOSA 0.1 0.5 0.00 0.07 59.1
2 T1 611 3.0 0.339 0.6 LOSA 0.1 0.5 0.00 0.07 59.1
3u U 17 3.0 0.017 13.2 LOS B 0.1 0.5 0.51 0.71 44.6
Approach 664 3.0 0.339 0.9 NA 0.1 0.5 0.01 0.09 58.7
North: David Low Way -
North
8 T1 532 3.0 0.278 0.0 LOS A 0.1 0.7 0.00 0.00 59.9
9 R2 21 3.0 0.026 12.6 LOS B 0.1 0.7 0.57 0.74 45.1
9u U 1 3.0 0.026 12.6 LOS B 0.1 0.7 0.57 0.74 45.1
Approach 554 3.0 0.278 0.5 NA 0.1 0.7 0.02 0.03 59.2
West: Woodland Drive -
West
10 L2 17 3.0 0.159 21.0 LOS C 0.5 3.9 0.78 0.90 38.7
12 R2 30 3.0 0.159 21.0 LOSC 0.5 3.9 0.78 0.90 38.7
Approach 47 3.0 0.159 21.0 LOSC 0.5 3.9 0.78 0.90 38.7
All Vehicles 1265 3.0 0.339 1.5 NA 0.5 3.9 0.05 0.09 57.8
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak lik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Tuesday, 23 July 2013 2:52:15 PM Copyright @ 2000-2013 Akcelik and Associates Ply Ltd
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com SIDRA
Project: P:\2011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIDavid Low Way -
Woodland Dr.sip6 INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS / 1 PC
Page 17
MOVEMENT SUMMARY
V Site: 2025 PM Pre Development
12-060 Peregian Beach SC
David Low Way I Woodland Drive
2025 PM Pre Development
Giveway I Yield (Two-Way)
Movement Pe ormance - Vehicles
Mov ’OD ’,,: Deman-d Flows’: Deg.,’ Average Level of 95% Back of Queue",,,".’ ,Prop. Effective’ Average
ID " ~Mov" ’:,Total ’:: HV< ’. Satn i ,:Delay ;’,Service ~ "Vehlcl s":~ Dls anc~~ Queued’ Stop Rate, Speed
~; " ’,~~ v
<:".\ eh/t ..:".A~,%" ~,M, "v/c :. ’:sec’ ?.:. ’:’veh"",’,’;,.’~’::’m~I"
"
,
erveh km/h
.
South: David Low Way - South
1 L2 43 3.0 0.404 0.6 LOSA 0.1 0.6 0.00 0.07 59.1
2 T1 727 3.0 0.404 0.6 LOSA 0.1 0,6 0.00 0.07 59,1
3u U 19 3.0 0.022 13.9 LOS B 0.1 0.6 0.56 0.75 44.0
Approach 789 3.0 0.404 0.9 NA 0.1 0.6 0.01 0.09 58.6
North: David Low Way -
North
8 T1 633 3.0 0.331 0.1 LOSA 0.1 1.0 0.00 0.00 59.9
9 R2 24 3.0 0.036 13.7 LOS B 0.1 1.0 0.61 0.80 44.1
9u U 1 3.0 0.036 13.7 LOS B 0.1 1.0 0.61 0.80 44.1
Approach 658 3.0 0.331 0.6 NA 0.1 1.0 0.02 0.03 59.1
West: Woodland Drive -
West
10 L2 17 3.0 0.242 29.6 LOS D 0.8 5.9 0.87 0.97 33.8
12 R2 30 3.0 0.242 29.6 LOS D 0.8 5.9 0.87 0.97 33.8
Approach 47 3.0 0.242 29.6 LOS D 0.8 5.9 0.87 0.97 33.8
All Vehicles 1494 3.0 0.404 1.7 NA 0.8 5.9 0.04 0.09 57.5
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Tuesday, 23 July 2013 2:52:36 PM Copyright@ 2000-2013 Akcelik and Associates Pty lid
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com SIDRA
Project: P:\2011-12\12-060 Peregian Beach SC\Calcs\SIDRA\Revised SIDRA\David Low Way -
Woodland Dr.sip6 INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS /1 PC
Page 18
MOVEMENT SUMMARY
\l Site: 2015 PM Post Development
12-060 Peregian Beach SC
David Low Way / Woodland Drive
2015 PM Post Development
Giveway / Yield (Two-Way)
Movement Performance - Vehicles
"
Mov ",:~ 00 :~,’1’1- Demand Flows "’;;;J~.J ’Deg.~,: ’rAverage.", Level of 95% Bac;:k of Queue. ’’’t.~’’::~di’rop.
Effective, Average
,Iqt’ ,’,::fI(1oy; <", Total, ,~ ".~V ":~.; ~ ~~trL". .~Delay
"
Service:: ,/ ’te~icJes.’;.1’Di~tance:i ’~g~.eyed’ ~top Rate Speed
<hr,
1
~Y0t v’;~veh/h r%1.’~
. "
V~’" olo~ "\V’~i r’r vIe, .. ~ ~;" J see:ff
\ +
f"i4!AtY.,j-’ W’.*Jr~:4~’ ; ~ .
11" ’t ," ,,’
veh mil:"" ,,:’,,’"~ ,V\ (."’’’ er veh km/h
South: David Low Way South -
1 L2 98 3.0 0.368 1.3 LOSA 0.1 0.5 0.00 0.17 58.0
2 T1 601 3.0 0.368 1.3 LOSA 0.1 0.5 0.00 0.17 58.0
3u U 17 3.0 0.016 13.2 LOS B 0.1 0.5 0.51 0.71 44.7
Approach 716 3.0 0.368 1.6 NA 0.1 0.5 0.01 0.18 57.6
North: David Low Way -
North
8 T1 523 3.0 0.273 0.0 LOSA 0.4 2.8 0.00 0.00 59.9
9 R2 77 3.0 0.099 13.0 LOS B 0.4 2.8 0.60 0.83 44.7
9u U 1 3.0 0.099 13.0 LOS B 0.4 2.8 0.60 0.83 44.7
Approach 601 3.0 0.273 1.7 NA 0.4 2.8 0.08 0.11 57.4
West: Woodland Drive -
West
10 L2 79 3.0 0.115 14.5 LOS B 0.6 4.1 0.70 0.83 43.5
12 R2 88 3.0 0.437 32.5 LOS D 1.6 11.7 0.90 1.02 32.4
Approach 167 3.0 0.437 24.0 LOSC 1.6 11.7 0.80 0.93 36.9
All Vehicles 1483 3.0 0.437 4.2 NA 1.6 11.7 0.13 0.23 54.1
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Thursday, 25 July 2013 1 :56:19 PM Copyright@ 2000-2013 Akcelik and Associates Pty lid
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com SIDRA
Project: P:\2011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIDavid Low Way -
Woodland Dr.sip6 INTERSECTION 6
8000122,ADAM PEKOL CONSULTING, PLUS /1 PC
Page 19
MOVEMENT SUMMARY
\l Site: 2025 PM Post Development
12-060 Peregian Beach SC
David Low Way I Woodland Drive
2025 PM Post Development
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
Mov OD’\ ~
~ ’Demand Flows -
Deg: ’. ,’Average - Level of 95% Back of Queue Prop. Effective Average
liD Mov:. r-:~Total HV,. Satn ":. Del~y’ Service Vehicles Distance Queued, Stop Rate Speed
:~" ! fld’. i
.
"=~veh/h %’*y , : v/c’ ,", "’
sec’ !Y
veh : m’ per veh km/h
South: David Low Way -
South
1 L2 104 3.0 0.432 1.2 LOSA 0.1 0.6 0.00 0.15 58.1
2 T1 717 3.0 0.432 1.2 LOSA 0.1 0.6 0.00 0.15 58.1
3u U 19 3.0 0.021 13.9 LOS B 0.1 0.6 0.56 0.75 44.1
Approach 840 3.0 0.432 1.5 NA 0.1 0.6 0.01 0.17 57.7
North: David Low Way -
North
8 T1 623 3.0 0.326 0.1 LOSA 0.5 3.5 0.00 0.00 59.9
9 R2 81 3.0 0.129 14.4 LOS B 0.5 3.5 0.67 0.89 43.6
9u U 1 3.0 0.129 14.4 LOS B 0.5 3.5 0.67 0.89 43.6
Approach 705 3.0 0.326 1.7 NA 0.5 3.5 0.08 0.10 57.4
West: Woodland Drive - West
10 L2 79 3.0 0.145 16.5 LOSC 0.7 4.9 0.74 0.90 41.9
12 R2 88 3.0 0.692 60.5 LOSF 2.8 19.8 0.96 1.11 23.2
Approach 167 3.0 0.692 39.6 LOS E 2.8 19.8 0.86 1.01 29.5
All Vehicles 1711 3.0 0.692 5.3 NA 2.8 19.8 0.12 0.22 52.7
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Thursday, 25 July 2013 1 :57:07 PM Copyright@ 2000-2013 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolulions.com SIDRA
Project: P:12011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIDavid low Way - Woodland Dr.sip6 INTERSECTION 6
8000122,ADAM PEKOl CONSULTING, PLUS /1 PC
Page 20
MOVEMENT SUMMARY
’V S te: 2013 SAT Ex st ng Conditions
12-060 Peregian Beach SC
David Low Way / Woodland Drive
2013 SAT Existing Conditions
Giveway / Yield (Two-Way)
Movement Performance - Vehicles
Mov ,,00 ~:’’- Demand .Fl ws, ,-::’. ,’Deg.’’,. Average
",
,
Level of’ 1.95% Back of Queue Prop. Effective Average
:IDt, .,;d)l1 v ,:::~~~J":,Total, .,:.tjV).:p.>:;ttSatQ’~’
pelay, Service :,Vehicles ,Distance Queued’ Stop Rate’ Speed
.
J; >:. ’
"
"’;, ",i{ t veh/h ,,{!;;%’A’;l!:’:!’ vlc ’, ~,K:, se
i
.
.
, "y ",I
"
veh m ,
er veh km/h
South: David Low Way South -
1 L2 25 1.0 0.295 0.4 LOS A 0.0 0.4 0.00 0.06 59.3
2 T1 545 1.0 0.295 0.4 LOSA 0.0 0.4 0.00 0.06 59.3
3u U 14 1.0 0.012 12.8 LOS B 0.0 0.4 0.47 0.70 45.0
Approach 584 1.0 0.295 0.7 NA 0.0 0.4 0.01 0.07 58.9
North: David Low Way -
North
8 T1 463 1.0 0.239 0.0 LOS A 0.0 0.2 0.00 0.00 59.9
9 R2 5 1.0 0.006 12.0 LOS B 0.0 0.2 0.53 0,68 45.6
9u U 1 1.0 0.006 12.0 LOS B 0.0 0.2 0.53 0.68 45.6
Approach 469 1.0 0.239 0.2 NA 0.0 0.2 0.01 0.01 59.7
West: Woodland Drive -
West
10 L2 15 1.0 0.141 18.1 LOS C 0.5 3.5 0.72 0.89 40.7
12 R2 38 1.0 0.141 18.1 LOSC 0.5 3.5 0.72 0.89 40.7
Approach 53 1.0 0.141 18.1 LOSC 0.5 3.5 0,72 0.89 40.7
All Vehicles 1106 1.0 0.295 1.3 NA 0.5 3.5 0.04 0,08 58.0
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for fwo-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Thursday, 25 July 2013 1 :59:13 PM Copyright @ 2000-2013 Akcelik and Associates Ply Ltd
SIDRA INTERSECTION 6.0,9.3896 www.sidrasolutions.com SIDRA
Project: P:12011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIDavid Low Way -
Woodland Dr.sip6 INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS /1 PC
Page 21
MOVEMENT SUMMARY
\l Site: 2015 SAT Pre Development
12-060 Peregian Beach SC
David Low Way I Woodland Drive
2015 SAT Pre Development
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
j’v1ov’ 00 Demand Flows Deg.
, Average Level of 95% Back of Queue Prop. Effective Average
10 Mov Total HV.’ Satn Delay Service Vehicles Distance Queued Stop Rate Speed
%’
.
. "
. veh/h ,
vlc ,sec veh m er veh km/h
South: David Low Way - South
1 L2 26 1.0 0.305 0.5 LOSA 0.1 0.4 0.00 0.06 59.3
2 T1 564 1.0 0.305 0.5 LOS A 0.1 0.4 0.00 0.06 59.3
3u U 14 1.0 0.012 12.9 LOS B 0.1 0.4 0.48 0.70 45.0
Approach 604 1.0 0.305 0.7 NA 0.1 0.4 0.01 0.07 58.9
North: David Low Way -
North
8 T1 480 1.0 0.248 0.0 LOSA 0.0 0.2 0.00 0.00 59.9
9 R2 5 1.0 0.007 12.2 LOS B 0.0 0.2 0.53 0.69 45.5
9u U 1 1.0 0.007 12.2 LOS B 0.0 0.2 0.53 0.69 45.5
Approach 486 1.0 0.248 0.2 NA 0.0 0.2 0.01 0.01 59.7
West: Woodland Drive -
West
10 L2 15 1.0 0.149 18.8 LOSC 0.5 3.7 0.74 0.89 40.2
12 R2 38 1.0 0.149 18.8 LOSC 0.5 3.7 0.74 0.89 40.2
Approach 53 1.0 0.149 18.8 LOSC 0.5 3.7 0.74 0.89 40.2
All Vehicles 1143 1.0 0.305 1.3 NA 0.5 3.7 0.04 0.08 58.0
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Tuesday, 23 July 2013 3:18:36 PM Copyright @ 2000-2013 Akcelik and Associates Ply LId
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com SIDRA
Project: P:12011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIDavid Low Way - Woodland Dr.sip6 INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS /1 PC
Page 22
MOVEMENT SUMMARY
\l Site: 2025 SAT Pre Development
12-060 Peregian Beach se
David Low Way I Woodland Drive
2025 SAT Pre Development
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
Mo~.., ~’IOD:;’ "
DemandF}ows .
Deg.’, Average Level of 95% 8ack of Queue ,Prop. ,Effective, Average
’ID ’
~
:Mov, "
),;,Total riV" .Satn I ~ Delay Service Vehicles’ ~Dlstance’ Queued Stop Rate t. Speed
;:" .;."’. ~~i.P’:: ’.’. "
~ vehlh %:"v/c’ ’sec .
veh m’ e’r veh ,~
km/h
.
South: David Low Way -
South
1 L2 32 1.0 0.364 0.5 LOSA 0.1 0.5 0.00 0.06 59.3
2 T1 672 1.0 0.364 0.5 LOS A 0.1 0.5 0.00 0.06 59.3
3u U 17 1.0 0.017 13.4 LOS 8 0.1 0.5 0.53 0.73 44.5
Approach 720 1.0 0.364 0.8 NA 0.1 0.5 0.01 0.07 58.8
North: David Low Way -
North
8 T1 571 1.0 0.294 0.0 LOSA 0.0 0.2 0.00 0.00 59.9
9 R2 6 1.0 0.009 13.0 LOS 8 0.0 0.2 0.58 0.73 44.8
9u U 1 1.0 0.009 13.0 LOS 8 0.0 0.2 0.58 0.73 44.8
Approach 578 1.0 0.294 0.2 NA 0.0 0.2 0.01 0.01 59.7
West: Woodland Drive -
West
10 L2 15 1.0 0.212 24.3 LOS e 0.7 5.1 0.83 0.95 36.7
12 R2 38 1.0 0.212 24.3 LOSe 0.7 5.1 0.83 0.95 36.7
Approach 53 1.0 0.212 24.3 LOS e 0.7 5.1 0.83 0.95 36.7
All Vehicles 1351 1.0 0.364 1.4 NA 0.7 5.1 0.04 0.08 57.8
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for ~o-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Thursday, 25 July 2013 2:02:24 PM Copyright@ 2000-2013 Akcelik and Associates Pty LId
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com SIDRA
Project: P:\2011-12\12-060 Peregian Beach SC\Calcs\SIDRA\Revised SIDRA\David Low Way -
Woodland Dr.sip6 INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS /1 PC
Page 23
MOVEMENT SUMMARY
\J Site: 2015 SAT Post Development
12-060 Peregian Beach SC
David Low Way I Woodland Drive
2015 SAT Post Development
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
Mov ’aD Demand Flows Deg.’Average Level of 95% Back of Queue j: .
Prop.’ Effective Averag
ID Mov, Total.’ HV
,
Satn Delay Service Vehicles, Dlstari~,’ Queued’ ..Stop Rate’ Speed ~
m ~. ’l’~ ’;
’
er veh ’’’i~km/h,
.’<< .~ : .",
.
vehlh’ ’%’. "
vlc ’
sec .
veh ’. "
South: David Low Way - South
1 L2 103 1.0 0.341 1.5 LOSA 0.1 0.4 0.00 0.18 57.7
2 T1 552 1.0 0.341 1.5 LOSA 0.1 0.4 0.00 0.18 57.7
3u U 14 1.0 0.012 12.8 LOS B 0.1 0.4 0.48 0.70 45.0
Approach 668 1.0 0.341 1.7 NA 0.1 0.4 0.01 0.19 57.4
North: David Low Way -
North
8 T1 467 1.0 0.241 0.0 LOSA 0.4 2.5 0.00 0.00 59.9
9 R2 76 1.0 0.089 12.5 LOS B 0.4 2.5 0.58 0.81 45.2
9u U 1 1.0 0.089 12.5 LOS B 0.4 2.5 0.58 0.81 45.2
Approach 544 1.0 0.241 1.8 NA 0.4 2.5 0.08 0.11 57.3
West: Woodland Drive -
West
10 L2 92 1.0 0.118 13.7 LOS B 0.6 4.2 0.68 0.81 44.2
12 R2 108 1.0 0.425 27.1 LOS D 1.7 11.8 0.87 1.02 35.1
Approach 200 1.0 0.425 21.0 LOS C 1.7 11.8 0.78 0.92 38.7
All Vehicles 1413 1.0 0.425 4.5 NA 1.7 11.8 0.15 0.27 53.7
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak lik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Thursday, 25 July 2013 2:00:36 PM Copyright@ 2000-2013 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com SIDRA
Project: P:\2011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIDavid Low Way -
Woodland Dr.sip6 INTERSECTION 6
8000122,ADAM PEKOL CONSULTING, PLUS /1 PC
Page 24
MOVEMENT SUMMARY
’V Site: 2025 SAT Post Development
12-060 Peregian Beach SC
David Low Way I Woodland Drive
2025 SAT Post Development
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
Mov 00, Demand Flows ,",Deg.
.
Average Level of 95% Back of Queue Prop, .’ Effective }. Average
10 Mov’ :
Total HV. /
’.
Satnr ’"’Delay’
"
Service
’
Vehicles y Distance >>Queued Stop Rate’ Speed’
.’
"
.’ veh/h %"’ v/c’,;,"’ -:. ;sec ~
.
.
veh,’. >\ m
"
"
er veh’ . km/h
South: DaVid Low Way -
South
1 L2 107 1.0 0.398 1.4 LOSA 0.1 0.5 0.00 0.17 58.0
2 T1 659 1.0 0.398 1.4 LOSA 0.1 0.5 0.00 0.17 58.0
3u U 17 1.0 0.017 13.3 LOS B 0.1 0.5 0.52 0.73 44.6
Approach 783 1.0 0.398 1.6 NA 0.1 0.5 0.01 0.18 57.6
North: David Low Way -
North
8 T1 558 1.0 0.288 0.0 LOSA 0.4 2.9 0.00 0.00 59.9
9 R2 77 1.0 0.107 13.5 LOS B 0.4 2.9 0.62 0.87 44.3
9u U 1 1.0 0.107 13.5 LOS B 0.4 2.9 0.62 0.87 44.3
Approach 636 1.0 0.288 1.7 NA 0.4 2.9 0.08 0.11 57.5
West: Woodland Drive -
West
10 L2 92 1.0 0.144 15.3 LOSC 0.7 5.0 0.72 0.88 42.9
12 R2 108 1.0 0.624 42.9 LOS E 2.6 18.1 0.94 1.09 28.3
Approach 200 1.0 0.624 30.2 LOS D 2.6 18.1 0.84 0.99 33.5
All Vehicles 1619 1.0 0.624 5.2 NA 2.6 18.1 0.14 0.25 52.9
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Thursday, 25 July 2013 2:03:53 PM Copyright@ 2000-2013 Akcelik and Associates Ply LId
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com SIDRA
Project: P:12011-12\12-060 Peregian Beach SC\Calcs\SIDRA\Revised SIDRA\David Low Way -
Woodland Dr.sip6 INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS /1 PC
Page 25
MOVEMENT SUMMARY
\l Site: 2013 PM Existing Conditions
12-060 Perigian Beach
Woodlland Drive I Rufous Street
2013 PM Existing Conditions
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
Mov OD Demand Flows ’. ’Deg. Average f
Level of,
y
95% Back of Queue ’.,", ;Prop.’ ,’. Effectlve’it!" Average
<
10 Mov Total .
,iHV ,,’ t;l, Satn Delay :: Service "Vehicles’ ,Dlstan ’~’%’Queued ’Stop Rate::’Speed
u
vehlh %’.."";,, vie.’ ,’sec\’ ~~.. ,vel ". m~"’" ;" ’erveh ’,’km/h
South: Rufous Street - South
1 L2 2 1.0 0.048 10.6 LOS B 0.2 1.3 0.27 0.66 46.9
3 R2 34 1.0 0.048 10.6 LOS B 0.2 1.3 0.27 0.66 46.9
Approach 36 1.0 0.048 10.6 LOS B 0.2 1.3 0.27 0.66 46.9
East: Woodland Drive -
East
4 L2 34 1.0 0.047 3.6 LOSA 0.0 0.0 0.00 0.37 54.9
5 T1 54 1.0 0.047 3.6 LOSA 0.0 0.0 0.00 0.37 54.9
Approach 89 1.0 0.047 3.6 NA 0.0 0.0 0.00 0.37 54.9
West: Woodland Drive -
West
11 T1 47 1.0 0.026 0.7 LOSA 0.1 1.0 0.19 0.05 55.5
12 R2 2 1.0 0.026 0.7 LOSA 0.1 1.0 0.19 0.05 55.5
Approach 49 1.0 0.026 0.7 NA 0.1 1.0 0.19 0.05 55.5
All Vehicles 174 1.0 0.048 4.2 NA 0.2 1.3 0.11 0.34 53.2
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Tuesday, 23 July 2013 4:57:15 PM Copyright@ 2000-2013 Akcelik and Associates Ply Ltd
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com SIDRA
Project: P:\2011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIWoodland Dr Rufous St.sip6 -
INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS 11PC
Page 26
MOVEMENT SUMMARY
\l Site: 2015 PM Pre Dev
12-060 Perigian Beach
Woodland Drive I Rufous Street
2015 PM Pre Development
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
Mov ’00. ’Demand Flows ’.
Deg..~. ’Average .
Level of 95% Back of Queue ’" Prop. Effective;.,Average
.
,,: i’ Mov:
ID : ,~’ "
Total HV ’;f~:.~~.tn..,<~.:~;pel~y ’. ,’1’ Service ":Vehicles ;’:~.Dlst~nce ,J ,Queued t:* Stop Rate ’" Speed
’.
. :’ ,
",. ~veh/h % ;.: :," vlc , :’-’" ’.
sec" "
"
,
veh m ’. per veh ,km/h
South: Rufous Street -
South
1 L2 2 1.0 0.048 10.6 LOS B 0.2 1.3 0.28 0.66 46.9
3 R2 34 1.0 0.048 10.6 LOS B 0.2 1.3 0.28 0.66 46.9
Approach 36 1.0 0.048 10.6 LOS B 0.2 1.3 0.28 0.66 46.9
East: Woodland Drive -
East
4 L2 34 1.0 0.048 3.5 LOSA 0.0 0.0 0.00 0.37 55.0
5 T1 56 1.0 0.048 3.5 LOSA 0.0 0.0 0.00 0.37 55.0
Approach 91 1.0 0.048 3.5 NA 0.0 0.0 0.00 0.37 55.0
West: Woodland Drive -
West
11 T1 49 1.0 0.027 0.7 LOSA 0.2 1.1 0.19 0.05 55.5
12 R2 2 1.0 0.027 0.7 LOSA 0.2 1.1 0.19 0,05 55.5
Approach 51 1.0 0.027 0.7 NA 0.2 1.1 0.19 0.05 55.5
All Vehicles 178 1.0 0.048 4.2 NA 0.2 1.3 0.11 0.34 53.3
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Tuesday, 23 July 2013 5:00:44 PM Copyright@ 2000-2013 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com SIDRA
Project: P:\2011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIWoodland Dr - Rufous St.sip6 INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS /1 PC
Page 27
MOVEMENT SUMMARY
\l Site: 2025 PM Pre Dev
12-060 Perigian Beach
Woodland Drive I Rufous Street
2025 PM Pre Development
Giveway I Yield (Two-Way)
Movement Pe ormance - Vehicles
Mov 00 Demand Flows,’;)l~ rIDeg:;’~ ," Average,’
.
Level of’" 95% Back of Queue Prop" Effective Average.
’19 ~otal~.’;,~~’,H:vt~,-’:~:~atr
.
’Mov w"Delay. (. ~ervi;e’" Vehic:les’ Dlstanc~, ":pue,ued ,St,opRate, Speed,
,,’!{tc, N c: ’
,vehlh %~’~.if",
’IJ ’w,1!,t I .v/e),’."Y,,: ’,"see 7 _,
.’1"#’..f\’l’lf, ,i’;" veh m ~" _
", ’1
’
er veh ’
’km/h
South: Rufous Street - South
1 L2 2 1.0 0.049 10,8 LOS B 0.2 1.3 0.30 0,66 46.7
3 R2 34 1.0 0.049 10.8 LOS B 0.2 1.3 0.30 0.66 46.7
Approach 36 1.0 0.049 10.8 LOS B 0.2 1.3 0.30 0.66 46.7
East: Woodland Drive -
East
4 L2 34 1.0 0.053 3.1 LOSA 0.0 0.0 0.00 0.34 55.5
5 T1 67 1.0 0.053 3.1 LOSA 0.0 0.0 0.00 0.34 55.5
Approach 101 1.0 0.053 3.1 NA 0.0 0.0 0.00 0.34 55.5
West: Woodland Drive -
West
11 T1 57 1.0 0.031 0.7 LOS A 0.2 1.3 0.20 0.04 55.3
12 R2 2 1.0 0.031 0.7 LOSA 0.2 1.3 0.20 0.04 55.3
Approach 59 1.0 0.031 0.7 NA 0.2 1.3 0.20 0.04 55.3
All Vehicles 197 1.0 0.053 3.8 NA 0.2 1.3 0.12 0.31 53.6
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Tuesday, 23 July 2013 5:03:49 PM Copyright@ 2000-2013 Akcelik and Associates Ply LId
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com
SIDRA
Project: P:12011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIWoodland Dr - Rufous St.sip6 INTERSECTION 6
8000122,ADAM PEKOL CONSULTING, PLUS /1 PC
Page 28
MOVEMENT SUMMARY
\l Site: 2015 PM Post Dev
12-060 Perigian Beach
Woodland Drive I Rufous Street
2015 PM Post Development
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
Mov OD .: ’Demand Flows ,.~. Deg"l’ ’~verage Level of 95% Back of Queue Prop. Effective, Average
~
ID
.
:;; Mov ,L, ,~~~ Total HV ~.~ Satn ,’"
.
t’1Delay
"
Service’ Vehicles ,Distance’ Queued Stop Rate Speed!
.
,"’ ~
’,.
.
’. vehlh % ,.If, ~
v/c’ ~r’’,:see’ .
.
veh: m’ er veh
.
km/h
South: Rufous Street -
South
1 L2 8 1.0 0.238 11.8 LOS B 1.0 7.4 0.41 0.72 45.8
3 R2 155 1.0 0.238 11.8 LOS B 1.0 7.4 0.41 0.72 45.8
Approach 164 1.0 0.238 11.8 LOS B 1.0 7.4 0.41 0.72 45.8
East: Woodland Drive -
East
4 L2 155 1.0 0.113 6.8 LOSA 0.0 0.0 0.00 0.57 51.0
5 T1 55 1.0 0.113 6.8 LOSA 0.0 0.0 0.00 0.57 51.0
Approach 210 1.0 0.113 6.8 NA 0.0 0.0 0.00 0.57 51.0
West: Woodland Drive -
West
11 T1 47 1.0 0.032 2.3 LOSA 0.2 1.3 0.31 0.16 52.4
12 R2 8 1.0 0.032 2.3 LOSA 0.2 1.3 0.31 0.16 52.4
Approach 55 1.0 0.032 2.3 NA 0.2 1.3 0.31 0.16 52.4
All Vehicles 429 1.0 0.238 8.1 NA 1.0 7.4 0.20 0.57 49.1
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Tuesday, 23 July 2013 5:06:20 PM Copyright@ 2000-2013 Akcelik and Associates Ply LId
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com
SIDRA
Project: P:12011-12\12-060 Peregian Beach SC\Calcs\SIDRA\Revised SIDRA\Woodland Dr - Rufous St.sip6 INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS /1 PC
Page 29
MOVEMENT SUMMARY
’V Site: 2025 PM Post Dev
12-060 Perigian Beach
Woodland Drive I Rufous Street
2025 PM Post Development
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
^Mov" ;
00 ’~": pemand Flows’.:;ri." Deg. \:Average ~~ Lev~1 of .
.
95% Back of Que~e Prop. Effective Average
-’0
’
HV. ~ : Satn’" " Delay>’:’Service Vehicles Distance Queued
",Mov \ Total Stop Rate Speed
’
~~.~’.. -, ’k:: ":’1’: 0.veh/h %’ ~~ ’is’v/c ,;.~ ,
~’.see .... Ny.~~l, ’.. veh’ m .
.
er veh’ "km/h
South: Rufous Street -
South
1 L2 8 1.0 0.245 12.0 LOS B 1.1 7.6 0.43 0.74 45.6
3 R2 155 1,0 0.245 12.0 LOS B 1.1 7.6 0.43 0.74 45.6
Approach 164 1.0 0.245 12.0 LOS B 1.1 7.6 0.43 0.74 45.6
East: Woodland Drive -
East
4 L2 155 1.0 0.118 6.5 LOS A 0.0 0.0 0.00 0.55 51.3
5 T1 66 1.0 0.118 6.5 LOSA 0.0 0.0 0.00 0.55 51.3
Approach 221 1.0 0.118 6.5 NA 0.0 0.0 0.00 0.55 51.3
West: Woodland Drive -
West
11 T1 56 1.0 0.036 2.1 LOSA 0.2 1.6 0.32 0.14 52.4
12 R2 8 1.0 0.036 2.1 LOSA 0.2 1.6 0.32 0.14 52.4
Approach 65 1.0 0.036 2.1 NA 0.2 1.6 0.32 0.14 52.4
All Vehicles 449 1.0 0.245 7.9 NA 1.1 7.6 0.20 0.56 49.2
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Tuesday, 23 July 2013 5:07:24 PM Copyright@ 2000-2013 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolulions.com
SIDRA
Project: P:12011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIWoodland Dr -
Rufous St.sip6 INTE.RSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS 11 PC
Page 30
MOVEMENT SUMMARY
V Site: 2013 SAT Existing Conditions
12-060 Perigian Beach
Woodland Drive I Rufous Street
2013 SAT Existing Conditions
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
Mov 00" Demand Flows ’Deg, Average Level of 95% Back of Queue Prop, Effective’Average
10 Mov’ Tot l .
HV Satn .
Delay ’Service Vehicles Distance Queued Stop Rate Speed
fl-
,r
.
q ,
_. veh/h P ’’".% v/c’ ’*,’ sec \. veh m erveh km/h
South: Rufous Street - South
1 L2 2 1.0 0.047 10.4 LOS B 0.2 1.3 0.24 0.65 47,1
3 R2 35 1.0 0.047 10.4 LOS B 0.2 1.3 0.24 0,65 47.1
Approach 37 1.0 0,047 10.4 LOS B 0,2 1.3 0.24 0,65 47.1
East: Woodland Drive -
East
4 L2 35 1.0 0,035 4,9 LOSA 0,0 0,0 0,00 0.46 53,2
5 T1 31 1.0 0.035 4,9 LOSA 0.0 0.0 0.00 0.46 53.2
Approach 65 1,0 0.035 4,9 NA 0.0 0.0 0,00 0.46 53.2
West: Woodland Drive -
West
11 T1 53 1.0 0.029 0.6 LOSA 0.2 1.1 0.16 0.05 56.1
12 R2 2 1.0 0,029 0.6 LOSA 0.2 1.1 0.16 0.05 56,1
Approach 55 1.0 0.029 0.6 NA 0.2 1,1 0,16 0.05 56.1
All Vehicles 157 1.0 0,047 4.7 NA 0.2 1.3 0.11 0,36 52.6
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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,
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designatio!).
Processed: Tuesday, 23 July 2013 5:12:42 PM Copyright @ 2000-2013 Akcelik and Associates Ply Ltd
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com
SIDRA
Project: P:12011-12\12-060 Peregian Beach SC\Calcs\SIDRA\Revised SIDRA\Woodland Dr -
Rufous St.sip6 INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS /1 PC
Page 31
MOVEMENT SUMMARY
\l Site: 2015 SAT Pre Dev
12-060 Perigian Beach
Woodland Drive I Rufous Street
2015 SAT Pre Development
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
’
Mov aD
’
.
Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average
ID .,. .
Mov ~" Total HV’, Satn .
Delay Service’ Vehicles Dlstanc Queued Stop Rate Speed
.~.t~, ’~" :;!;. "
.1 vehlh %’" wi vlc sec ..
.
. "veh m’ ,":
per veh km/h
South: Rufous Street -
South
1 L2 2 1.0 0.047 10.5 LOS B 0.2 1.3 0.25 0.66 47.1
3 R2 35 1.0 0.047 10.5 LOS B 0.2 1.3 0.25 0.66 47.1
Approach 37 1.0 0.047 10.5 LOS B 0.2 1.3 0.25 0.66 47.1
East: Woodland Drive -
East
4 L2 35 1.0 0.035 4.8 LOSA 0.0 0.0 0.00 0,46 53.3
5 T1 32 1.0 0.035 4.8 LOSA 0.0 0.0 0.00 0,46 53.3
Approach 66 1.0 0.035 4.8 NA 0.0 0.0 0.00 0,46 53.3
West: Woodland Drive -
West
11 T1 55 1.0 0.030 0.6 LOS A 0.2 1.2 0.16 0.05 56.1
12 R2 2 1.0 0.030 0.6 LOSA 0.2 1.2 0.16 0.05 56.1
Approach 57 1.0 0.030 0.6 NA 0.2 1.2 0.16 0.05 56.1
All Vehicles 160 1.0 0.047 4.6 NA 0.2 1.3 0.11 0.36 52.7
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Tuesday, 23 July 2013 5:12:31 PM Copyright @ 2000-2013 Akcelik and Associates Ply LId
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com
SIDRA
Project: P:12011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIWoodland Dr- Rufous St.sip6 INTERSECTION 6
8000122,ADAM PEKOL CONSULTING, PLUS /1 PC
Page 32
MOVEMENT SUMMARY
V Site: 2025 SAT Pre Dev
12-060 Perigian Beach
Woodland Drive I Rufous Street
2025 SAT Pre Development
Giveway I Yield (Two-Way)
Movement Performance -
Vehicles
.Mov 00 Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective, Average
.
10 Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed,
: .
vehlh % vlc sec veh m er veh ,. km/h
South: Rufous Street -
South
1 L2 2 1.0 0.048 10.6 LOS B 0.2 1.3 0.27 0.66 46.9
3 R2 35 1.0 0.048 10.6 LOS B 0.2 1.3 0.27 0.66 46.9
Approach 37 1.0 0.048 10.6 LOS B 0.2 1.3 0.27 0.66 46.9
East: Woodland Drive -
East
4 L2 35 1.0 0.038 4.4 LOS A 0.0 0.0 0.00 0.43 53.8
5 T1 38 1.0 0.038 4.4 LOSA 0.0 0.0 0.00 0.43 53.8
Approach 73 1.0 0.038 4.4 NA 0.0 0.0 0.00 0.43 53.8
West: Woodland Drive -
West
11 T1 65 1.0 0.035 0.6 LOS A 0.2 1.4 0.17 0.04 56.0
12 R2 2 1.0 0.035 0.6 LOS A 0.2 1.4 0.17 0.04 56.0
Approach 67 1.0 0.035 0.6 NA 0.2 1.4 0.17 0.04 56.0
All Vehicles 177 1.0 0.048 4.2 NA 0.2 1.4 0.12 0.33 53.0
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Tuesday, 23 July 2013 5:12:16 PM Copyright @ 2000-2013 Akcelik and Associates Ply LId
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com SIDRA
Project: P:12011-12\12-060 Peregian Beach SC\Calcs\SIDRA\Revised SIDRA\Woodland Dr Rufous St.sip6
-
INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS 11PC
Page 33
MOVEMENT SUMMARY
\l Site: 2015 SAT Post Dev
12-060 Perigian Beach
Woodland Drive I Rufous Street
2015 SAT Post Development
Giveway I Yield (Two-Way)
Movement Performance - Vehicles
Mov A’? Demand Flows Deg.. f.verage Level of 95% Back of Queue ’. ’.Prop. Effective ’Average’
10 ’Mov Total HV Satn .
.
Delay Service Vehicles’ Distance Queued Stop Rate Speed"
.
.
..
veh/h %d, .,
", v/ s’.". sec " l’ ,v ’.’ ven .’ .
’m
’,.’
er veh km/h\
South: Rufous Street -
South
1 L2 9 1.0 0.278 11.8 LOSB 1.3 9.0 0.42 0.72 45.8
3 R2 183 1.0 0,278 11.8 LOS B 1.3 9.0 0.42 0.72 45.8
Approach 193 1.0 0.278 11.8 LOS B 1.3 9.0 0.42 0.72 45.8
East: Woodland Drive -
East
4 L2 183 1.0 0.115 7.9 LOSA 0.0 0.0 0.00 0.62 49.8
5 T1 31 1.0 0.115 7.9 LOSA 0.0 0.0 0.00 0,62 49.8
Approach 214 1.0 0.115 7.9 NA 0.0 0.0 0.00 0.62 49.8
West: Woodland Drive -
West
11 T1 53 1.0 0.036 2.3 LOS A 0.2 1.5 0,32 0.16 52.3
12 R2 9 1.0 0.036 2.3 LOS A 0.2 1.5 0.32 0.16 52.3
Approach 62 1.0 0.036 2.3 NA 0.2 1.5 0.32 0.16 52.3
All Vehicles 468 1.0 0.278 8.8 NA 1.3 9.0 0.22 0,60 48.4
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak elik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed: Tuesday, 23 July 2013 5:13:50 PM Copyright @ 2000-2013 Akcelik and Associates Ply LId
SIDRA INTERSECTION 6.0.9,3896 www.sidrasolutions.com SIDRA
Project: P:\2011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIWoodland Dr -
Rufous St.sip6 INTERSECTION 6
8000122, ADAM PEKOL CONSULTING, PLUS /1 PC
Page 34
MOVEMENT SUMMARY
’V Site: 2025 SAT Post Dev
12-060 Perigian Beach
Woodland Drive I Rufous Street
2025 SAT Post Development
Giveway I Yield (Two-Way)
Movement Periormance .Vehicles
Mov aD Demand Flows Deg. Average ~
Level of 95% Back of Queue.y ;, .’ p’rop. Effective Average
ID Mov Total HV Satn~} Delay ’.
Service j Vehicles c’
Distance. "’:. Queued
.
Stop Ratev. Speed.
-’
vehlh % v/c., ,sec \
.
:,. veh r ’j-_, "’;: .’ .
per veh .
It. km/h
South: Rufous Street -
South
1 L2 9 1.0 0.285 12.0 LOS B 1.3 9.2 0.44 0.74 45.6
3 R2 183 1.0 0.285 12.0 LOS B 1.3 9.2 0.44 0.74 45.6
Approach 193 1.0 0.285 12.0 LOS B 1.3 9.2 0.44 0.74 45.6
East: Woodland Drive -
East
4 L2 183 1.0 0.118 7.7 LOSA 0.0 0.0 0.00 0.61 50.0
5 T1 36 1.0 0.118 7.7 LOSA 0.0 0.0 0.00 0.61 50.0
Approach 219 1.0 0.118 7.7 NA 0.0 0.0 0.00 0.61 50.0
West: Woodland Drive -
West
11 T1 63 1.0 0.041 2.2 LOS A 0.2 1.8 0.32 0.14 52.4
12 R2 9 1.0 0.041 2.2 LOSA 0.2 1.8 0.32 0.14 52.4
Approach 73 1.0 0.041 2.2 NA 0.2 1.8 0.32 0.14 52.4
All Vehicles 484 1.0 0.285 8.6 NA 1.3 9.2 0.22 0.59 48.5
Level of Service (LOS)Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Minor Road Approach LOS values are based on average delay for all vehicle movements.
NA: Intersection LOS and Major Road Approach LOS values are Not Applicable for two-way sign control since the average 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.
Gap-Acceptance Capacity: SIDRA Standard (Ak lik M3D).
HV (%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Processed:. Tuesday. 23 July 2013 5:15:25 PM Copyright @ 2000-2013 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.9.3896 www.sidrasolutions.com SIDRA
Project: P:12011-12112-060 Peregian Beach SCICalcslSIDRAIRevised SIDRAIWoodland Dr Rufous St.sip6
-
INTERSECTION 6
8000122. ADAM PEKOL CONSULTING. PLUS /1 PC
Used in these records
Response to Information Request 5-7 Rufous Street Peregian Beach - Attachment E MCU13/0092Related documentApplication case desk ↗
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