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10. APP E. Traffic Impact Assessment Report
Attached to the e-mail MCU14/0102 Development application Part 2 of 4 App E Traffic Report, App F Landscape Plan.
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Full text of sections 2 to 86 (of 115)
Section 2
139 EUMUNDI ROAD & 30 LIONEL DONOVAN DRIVE, NOOSAVILLE TRAFFIC IMPACT ASSESSMENT 15 DECEMBER 2014 PREPARED FOR EMPIRICA DEVELOPMENTS PTY LTD
Section 3
DOCUMENT CONTROL RECORD
DOCUMENT
REV PURPOSE DATE AUTHOR REVIEWER APPROVED SIGNED
COPYRIGHT
DISCLAIMER
ROAD, NOOSAVILLE TIA REPORT.DOCX
Section 4
TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 EXISTING CONDITIONS 2 3.0 PROPOSED DEVELOPMENT 10 4.0 TRAFFIC OPERATIONS 16 5.0 CONCLUSIONS AND RECOMMENDATIONS 23 APPENDIX A TRAFFIC COUNT SURVEYS APPENDIX B: DEVELOPMENT SITE LAYOUT APPENDIX C: INTERSECTION ANALYSES APPENDIX D: FORECAST TURNING MOVEMENTS APPENDIX E: CRASH HISTORY DATA APPENDIX F: ANNUAL VOLUME REPORTS FOR EUMUNDI – NOOSA ROAD
Section 5
PEKOL TRAFFIC & TRANSPORT
1d
1.2
1.3
P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX
INTRODUCTION
Background
In October 2014, Pekol Traffic and Transport (PTT) was commissioned by Empirica Developments Pty
Ltd to undertake a traffic impact assessment for a proposed mixed industrial and commercial
development at 139 Eumundi Road and 30 Lionel Donovan Drive, Noosaville. The location of the subject
site is shown on Figure 1.1.
Figure 1.1: SITE LOCALITY
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Senate
Intersections Assessed O
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a
Aim
The aim of this assessment is to evaluate the proposed development in terms of its peak hour traffic
generation, parking and servicing arrangments, impact on the surrounding road network and the scope of
any external works required to maintain safe and efficient traffic operations.
Scope of Report
This report begins by summarising the characteristics of the existing road network (Chapter 2), followed
by a description of the scope and scale of the proposed development, including a consideration of its likely
traffic operating characteristics (Chapter 3). The latter are then overlayed on top of future year peak hour
traffic operations on the adjacent road network to identify potential future traffic impacts (Chapter 4).
The report concludes with a summary of key findings (Chapter 5).
Section 6
PEKOL TRAFFIC & TRANSPORT 2.0 EXISTING CONDITIONS 2.1 Subject Site The development site comprises 139 Eumundi Road and 30 Lionel Donovan Drive, Noosaville. The development site is identified as Lot 4 on SP159610 and Lot 31 on SP170751 and includes a total area of 7,740m”. An aerial view of the site is shown in Figure 2.1. Figure 2.1: SUBJECT SITE The subject site is bounded as follows: to the north by the Eumundi Road / Walter Hay Drive / Ventura Drive roundabout to the east by 28 Lionel Donovan Drive (currently vacant) to the south by 1 Lionel Donovan Drive (currently a motor vehicle sales retailer) and Lionel Donovan Drive to the west by Eumundi Road The development site is zoned as Industry according to the Noosa Plan (Version 6.2). The surrounding area includes a mix of retail, industrial, commercial and community uses. P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 2
Section 7
PEKOL TRAFFIC & TRANSPORT 2.2 Existing Uses The site accommodates a range of existing uses as shown in Table 2.1. The existing gross floor areas (GEA) are estimates based on the site topographical survey and aerial photography. Table 2.1: EXISITNG SITE USES Trade Link Plumbing Supplies _ Retail Business Type 6 - Hardware Store 380m2 Noosa Clutch and Brake Industrial Business Type 2 - Production, ri . . oe 258m? Service alteration, repackaging & repairing Industrial Business Type 2 — Production, Otto’s Mufflers 258m2 alteration, repackaging & repairing , Industrial Business Type 2 - Production, Noosa Pit Stop . . . 258m? alteration, repackaging & repairing Wholesale Car Sales Retail Business Type 4 - Showroom 84m2 Combined Total GFA: 1,238m? The existing industrial and retail units front Eumundi Road while the land to the rear is vacant, as shown in Figure 2.1. P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 3
Section 8
PEKOL TRAFFIC & TRANSPORT 2.3. Road Network Key attributes of the surrounding road network are summarised in Table 2.2. Table 2.2: ROAD NETWORK ATTRIBUTES Road Hierarchy Major Road Divided, with two lanes of Local Road Undivided, with one lane of Cross-section geile aac Cieestion traffic plus a parking lane in each direction Speed Limit (km/h) 60 50 Jurisdiction Council Council Predominant Land Use Industrial/Commercial/Retail Commercial/Retail Dedicated Parking Yes Yes Footpaths Yes Yes Bicycle Lanes Yes No Bus Route Yes No 2.4 Traffic Volumes To assist in the quantification of existing road network operations proximate to the site, turning movement surveys were sourced for Thursday 6 and Saturday 8 November 2014 at the following intersections: == Eumundi Road / Walter Hay Drive / Venture Drive roundabout == Eumundi Road / Eenie Creek Road roundabout == Eumundi Road/ site access priority controlled (left-in / left-out) intersections The weekday evening and Saturday peak periods for the Eumundi Road / Walter Hay Drive / Venture Drive and Eumundi Road / Eenie Creek Road roundabouts are shown in Table 2.3, along with the key operational attributes of these intersections. The traffic count data is provided in Appendix A. P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 4
Section 9
PEKOL TRAFFIC & TRANSPORT Table 2.3: INTERSECTION ATTRIBUTES Evening Peak Peak Hour 3:00am - 4:00pm 3:00am - 4:00pm Volume (vph) 2,940 3,460 % Heavy Vehicle 3% 3% Peak Flow Factor 95.1% 99.0% Saturday Peak Peak Hour 11:00am — 12:00pm 11:00am — 12:00pm Volume (vph) 2,610 3,380 % Heavy Vehicle 1% 1% Peak Flow Factor 99.1% 99.6% The traffic surveys also counted the number of cycle movements at each intersection. No cyclists were recorded travelling southbound on Eumundi Road (past the site) in either the weekday evening peak hour or the Saturday peak hour. 2.5 Intersection Operations A series of SIDRA analyses were conducted to quantify the existing traffic operations at the Eumundi Road / Walter Hay Drive / Venture Drive and Eumundi Road / Eenie Creek Road roundabouts. The existing intersection layouts and the equivalent SIDRA representations are shown in Figures 2.2 and 2.3 respectively. P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 5
Section 10
PEKOL TRAFFIC & TRANSPORT These analyses were based on the traffic count data presented in Appendix A with: SIDRA default gap acceptance parameters circulating widths and central island diameters as measured from aerial photography Peak Flow Factors (PFF), as detailed in Table 2.2 the observed proportion of heavy vehicles (%HV) for each movement SIDRA default values for other parameters P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 6
Section 11
LEVEL OF DEGREE OF SATURATION
RATING
SERVICE
SIGNALS ROUNDABOUT PRIORITY
PEAK HOUR & 95%
SCENARIO DOS QUEUE CRITICAL MOVEMENT
Section 12
PEKOL TRAFFIC & TRANSPORT 2.6 2.7 2.8 The results indicate that the Eumundi Road / Walter Hay Drive / Venture Drive roundabout currently experiences ‘excellent? operations under both the existing weekday evening and Saturday peak hour conditions. The Eumundi Road / Eenie Creek Road roundabout experiences ‘very good’ operations under the existing weekday evening and Saturday peak hour conditions. Both roundabouts currently operate well within DMTR’s acceptable limit during the weekday evening and Saturday peak hours. Site Access As shown in Figure 2.1, the subject site has two existing points of vehicular access on Eumundi Road, located approximately 40m apart. Due to the divided nature of Eumundi Road, the site access driveways operate as left-in / left-out. While the northern driveway generally caters to entry movements and the southern driveway to exit movements, this arrangement is not formalised with pavement markings or signage. The subject site currently does not have any vehicular access to Lionel Donovan Drive. Crash History We have obtained five years of crash data (to August 2014 for fatal crashes, to December 2013 for hospitalisation crashes, to December 2011for medical treatment and minor injury crashes and to December 2010 for property damage only crashes) from DTMR for the section of Eumundi Road along the site frontage. This data, attached at Appendix B, shows that there has been only one reported crash associated with movements into or out of the site accesses. However, it is noted that this incident involved a vehicle hitting an object upon leaving the driveway, with alcohol a relevant factor. Therefore, it is considered that there is no existing crash trend or road safety issue at this location. On-Street Parking There are approximately six on-street car parking bays located on the eastern side of Eumundi Road, along the site frontage, between the two site accesses. These parking bays are not subject to any restrictions. Lionel Donovan Drive has on-street parking on both sides of the carriageway. This parking is also not subject to any restrictions and on-site observations suggest that it is heavily utilised during weekdays. P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 8
Section 13
PEKOL TRAFFIC & TRANSPORT 2.9 Active and Public Transport 2.9.1 Pedestrians and Cyclists There are pedestrian footways on all roads in the immediate vicinity of the development site. There are on-road cycle lanes on Eumundi Road, Walter Hay Drive and Eenie Creek Road. There are also cycle treatments provided at the Eumundi Road / Walter Hay Drive / Venture Drive and Eumundi Road / Eenie Creek Road roundabouts. 2.9.2. Public Transport The closest bus stops are located on Eumundi Road (to the north and south of the site) and Goodchap Street and are within a 500m walk distance of the development site. These stops provide access to numerous bus services linking the site to Tewantin, Nambour, Cooroy, Eumundi, Noosa Heads and Noosa Junction. P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 9
Section 14
PEKOL TRAFFIC & TRANSPORT 3.0 PROPOSED DEVELOPMENT 3.1. Site Layout It is understood that the proposed development comprises a new mixed industrial and commercial facility. This development application seeks approval for the following uses: Retail Business Type 5 — Vehicle Uses (service station) Retail Business Type 2 - Shop & Salon (shop within a service station) Industrial Business Type 2 - Production, Alteration, Repackaging & Repairing Industrial Business Type 1 - Warehouse Retail Business Type 6 —- Hardware Store Entertainment and Dining Business Type 1 - Food & Beverages (restaurant/café) The proposed development layout is attached in Appendix B and is shown in Figure 3.1. Figure 3.1: PROPOSED DEVELOPMENT LAYOUT DEVELOPMENT SUMMARY ext evens 7 a Retak Tye cinta type tee? 1463 199 Senne Station srt Sp nm Po ‘rye & echnical Reta Type bor si we reat type ford <<. —_——— a ar loa S058 rv ta cr 3 Ketroe 3 P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 10
Section 15
PEKOL TRAFFIC & TRANSPORT 3.2 Vehicular Access Arrangements 3.2.1 Access Location Vehicular access to the development is proposed via Eumundi Road, with separate driveways for entry and exit, as shown in Figure 3.1. The northern driveway would accommodate left-in entry only while the southern driveway would cater for left-out movements only. It is recommended that these arrangements be formalised with line markings and signage, as shown in Figure 3.2. Figure 3.2: RECOMMENDED SITE ACCESS SIGNAGE & LINE MARKING ~ Eumundi Road The proposed access arrangements are essentially the same as the existing situation. However, both the entry and exit driveway locations have been shifted further to the south, increasing the separation from the Eumundi Road / Walter Hay Drive / Venture Drive roundabout and improving sight distance. In addition, a new all-movements access is proposed on Lionel Donovan Drive. This access would be approximately 7m wide and would have in excess of 10m separation from the adjacent driveway to 1 Lionel Donovan Drive. 3.2.2 Sight Distance Eumundi Road has a posted speed limit of 60km/h in the vicinity of the site. However, the speed environment is typically around 50km/h as the deflection at the roundabout to the north of the site, in combination with the short distance to the roundabout to the south, ensures low vehicle speeds on this section of Eumundi Road. The DTMR Road Planning and Design Manual (RPDM) recommends a minimum sight distance of 89m for access driveways of this type within a 50km/h speed environment. The proposed (exit) driveway crossover achieves around 100m sight distance to the north. The available sight distance also complies P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 11
Section 16
PEKOL TRAFFIC & TRANSPORT with the Australian Standard AS2890 Parking Facilities (Part 1: Off-street car parking), which recommends 69m for a 50 km/hr speed. 3.2.3 Access Design The access driveways have been designed to accommodate the largest vehicle anticipated to visit the site, which is a 17m Articulated Vehicle (AV). Swept paths showing an AV entering and egressing the site are shown in Figure 3.1. 3.3 Car Parking 3.3.1 Requirement The most relevant parking standards from the Noosa Plan are as follows: service station: retail business (Type 5) vehicle uses — four spaces per service bay, with a minimum of five spaces provided shop: retail business (Type 2) shop and salon - one space per 20m’ or part thereof, of use area for areas up to 100m’ and one space per 15m’ or part thereof, of use area for areas in excess of 100m? restaurant / cafe: entertainment and dining business (Type 1) food and beverages - one space per 10m? or part thereof of use area (excluding kitchen and food storage areas) and outdoor dining area tyre and mechanical: industrial business (Type 2) production, alteration, repackaging and repairing — one space per 30m’, or part thereof, of use area for areas up to 150m’ GFA and one space per 50m”, or part thereof, of use area for areas up to 500m? GFA and one space per 100m”, or part thereof, of use area for areas in excess of 500m? GFA industrial and retail uses including: = industrial business (Type 1) warehouse — one space per 60m” of use area = industrial business (Type 2) production, alteration, repackaging and repairing - one space per 30m’, or part thereof, of use area for areas up to 150m’ GFA and one space per 50m”, or part thereof, of use area for areas up to 500m’ GFA and one space per 100m’, or part thereof, of use area for areas in excess of 500m? GFA = retail business (Type 6) hardware store — one space per 60m” of use area According to the Noosa Plan, the service station component of the development would be split between Type 5 vehicle uses and Type 2 shop and salon uses. We understand that the likely split (in terms of use area) between these uses is 100m” for the service station and 109m for the shop component. The service station would not have an on-site mechanical workshop. Therefore, the required parking provision for the service station use has been taken to be zero as any parking demand generated by this use only would be catered for by the eight refuelling positions at the bowsers (or the five to six spaces for the shop). P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 12
Section 17
PEKOL TRAFFIC & TRANSPORT In terms of the restaurant / café use, we have adjusted the use area to account for the kitchen and food storage areas being excluded from this calculation (we have assumed these areas make up 25% of the total use area), with the proposed outdoor area (ie 47m’) added. The estimated use areas have been adopted for all other components of the development. Table 3.1 sets out the parking standards described above and the associated number of spaces to be provided under each. Table 3.1: PARKING REQUIREMENTS Service Station 100m? use area _—_4 spaces per service bay (min of 5 spaces) 1 space per 20m’ or part thereof, of use Shop 109m? use area 5.6 area for areas up to 100m? 137m? GFA Restaurant / Café 1 space per 10m?GFA of use area 14.2 (142m? use area) 1 space per 30m? up to 150m? GFA 594m? GFA Tyre & Mechanical 1 space per 50m? up to 500m? GFA 13.0 (582m? use area) . 1 space per 100m? in excess of 500m’ GFA Retail / Industrial 1,663m? GFA Various (see above) 23.0 — 32.0 Business (1599m? use area) Total 56 - 65 spaces 3.3.2 Provision It is proposed to provide a total of 59 car parking spaces and five motorcycle spaces for the development (ie a total of 64 parking spaces). Of the total provision, 13 car parking spaces would be located adjacent to the service station and restaurant / café component of the development, including one Person with Disability (PWD) space. A total of 10 car parking spaces are to be provided for the vehicle repair workshop with 36 car parking spaces (including two PWD spaces) and five motorcycle spaces proposed for the remaining uses. The total proposed car parking provision is midway within the range of parking spaces required under the Noosa Plan. The Noosa Plan vehicle parking requirements is for standalone facilities and does not account for the efficiencies gained from the consolidation of shared car parking spaces in a mixed-use environment. Clearly there will be a number of linked trips between the various on-site uses, reducing total parking demand. It is also considered that the times of peak parking generation for each of the various uses will not coincide. For example, the tyre and mechanical use is likely to generate its peak car parking demand in the P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 13
Section 18
PEKOL TRAFFIC & TRANSPORT early mornings and late afternoons. However, the retail use (hardware store) would experience peak parking demand during the middle of the day and on weekends. On this basis, the proposed provision is considered is sufficient to accommodate the anticipated peak parking demand. 3.3.3 Design The layout and provision of on-site car parking is generally consistent with the requirements of Australian Standard AS2890.1:2004 Parking Facilities Part 1: “Off-Street Car Parking” in terms of bay dimensions, aisle widths, vehicle circulation and manoeuvring. This is typified by: == 2.6m x 5.4m vehicle parking spaces == 1.2m x 2.5m motorcycle parking spaces == appropriately dimensioned PWD spaces with adjacent shared space = parking aisles of 6.2m wide or greater 3.3.4 Impact on On-Street Parking The development proposal will result in the loss of two on-street car parking bays along the Eumundi Road frontage. Subject to input from Noosa Council, the proposed access arrangements would provide scope to retain four on-street bays between the site entry and exit driveways 3.4 Queuing It is estimated that the site would be able to accommodate at least 16 vehicles waiting in queue to fill up with fuel (not including those parked at the pumps).We estimate that there is also queuing provision for three vehicles to wait between the site boundary and the first internal conflict point associated with the parking area adjacent to the retail (hardware) / industrial uses. This queuing provision is considered appropriate for the number of on-site parking spaces (ie 64 spaces) and fuel pump berths, and complies with the Australian Standard AS2890.1. 3.5 Servicing An on-site loading / refuse collection area is proposed for the service station and restaurant / cafe uses. The Noosa Plan does not specify a design vehicle for this type and size of development. However, this service area could accommodate a 12.5m heavy rigid vehicle (HRV) without obstructing the operation of the fuel court. This loading area is in addition to on-site provisions for fuel deliveries. The swept path of a petrol tanker accessing and egressing the site is presented in Figure 3.1 and is also attached to this report. The largest vehicle type expected to serve the retail (hardware) / industrial uses would be a heavy rigid vehicle (HRV). Recessed loading areas are proposed for each unit capable of accommodating an HRV. —_—__—_— P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 14
Section 19
PEKOL TRAFFIC & TRANSPORT The largest vehicle type expected to service the tyre and mechanical use is a refuse collection vehicle (RCV). Service vehicles would be able to stand along the western side of the building, adjacent to the fuel court. 3.6 Active and Public Transport 3.6.1 Pedestrians and Cyclists A pedestrian connection is proposed from the existing footpath on Eumundi Road to the service station and restaurant / café tenancy. The proposed development layout encourages low vehicle speeds and prioritises pedestrian movements around the site. 3.6.2 Public Transport The proposed development will not have a negative impact on the existing and proposed public transport services and facilities. P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 15
Section 20
PEKOL TRAFFIC & TRANSPORT 4.0 TRAFFIC OPERATIONS 4.1 Assessment Scenarios 4.1.1 Development Staging It is standard practice when analysing future year traffic operations to adopt a ten year design horizon from the year of full occupation. Therefore, the following development staging has been adopted: == —- Traffic Counts: 2014 == Development Application: 2014 == _ Construction and Operation: 2017 — Operation plus 10 years: 2027 4.1.2 Background Traffic Growth An Annual Volume Report for Eumundi - Noosa Road has been obtained from DTMR at a counter site (Number 20032) located just north of the intersection of Hollet Road, approximately 3km south of the site. This data is attached in Appendix E. Data from this counter site indicates that the two-way volumes on Eumundi - Noosa Road have decreased by 3.3% per annum over the last 10 years and by 0.9% per annum over the last five years. However, while traffic flow volumes on Eumundi Road have been decreasing in recent years, to be conservative, we have adopted a nominal background traffic growth rate of 1% per annum. This rate has been applied to the observed traffic volumes on all approaches except those that do not cater for through traffic such as the southern arm of Eenie Creek Road at the Eumundi Road / Eenie Creek Road roundabout. The application of this rate equates to a 14% increase in local traffic volumes over the next 13 years (2014 to 2027). Counter site 20032 does not include a breakdown of the average traffic flows by week. Therefore, we have obtained an Annual Volume Report for counter site 20264, also on Eumundi - Noosa Road, approximately 250m west of Emu Mountain Road (included in Appendix E). The weekly average profile for this counter site indicates that, in 2013, the week ending 13 November (the comparable week to that in which the traffic surveys were undertaken in 2014) was around 90% of the absolute peak. Therefore, it is considered that this represents a reasonable design period for this assessment (ie not the absolute peak but at the upper end of the busiest times of the year) and we have not adjusted our traffic flow data to account for any seasonality. P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 16
Section 21
PEKOL TRAFFIC & TRANSPORT 4.2 Traffic Generation 4.2.1 Existing Uses The traffic surveys counted existing traffic movements into and out of the subject site as follows: weekday evening peak hour = 13 arrivals = 14 departures Saturday peak hour = 7 arrivals = 9 departures These observed traffic movements are of a similar order to the numbers expected based on published trip rates. These movements have been removed from the background traffic flows in the post-development scenarios before the predicted development traffic has been added. 4.2.2 Proposed Uses The peak hour traffic generation for the proposed uses has also been estimated based on published trip generation rates (sourced from the DTMR and the New South Wales Transport Roads and Maritime Services) and PTT survey information as follows: Service Station and Shop- 66 trips per 100m’ GFA for service stations with a convenience store in urban areas, adopted from the DTMR Road Planning and Design Manual 1* Edition Restaurant / Cafe - 5 trips per 100m’ GFA, adopted from the DTMR Road Planning and Design Manual 1* Edition Tyre and Mechanical - 1.9 trips per service bay on weekday peak hours and 1.5 trips per service bay on weekend peak hours, adopted from surveys, undertaken by PTT in 2004 at a tyre service facility located at Stafford, Brisbane Industrial / Retail Uses - 4.2 trips per 100m? GFA on weekday peak hours and 5.6 trips per 100m? GFA on weekend peak hours, adopted from the New South Wales Transport Roads and Maritime Services Guide to Transport Generating Developments!. In terms of the industrial / retail uses, we have adopted the trip rate associated with a major hardware and building supplies store for the entire 1,663m’ GFA use. This is considered to be a very conservative approach as the traffic generation associated with this use is significantly higher than rates for industrial uses. ' New South Wales Transport Roads and Maritime Services (August 2013) ‘Guide to Transport Generating Developments - Updated Traffic Surveys’ P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 17
Section 22
IN:OUT IN:OUT
LAND USE SCALE (M2) TRIP RATE TRIPS
SPLIT (VEH/HR)
IN:OUT IN:OUT
LAND USE SCALE (M2) TRIP RATE TRIPS
SPLIT (VEH/HR)
Section 23
Eumundi Noosa Road
30%
Venture Drive Walter Hay Drive
35%
30% 30%
95%
SITE
95%
5%
Lionel Donovan Drive
5% 5%
30% 30% 40%
30%
Eumundi Noosa Road Eenie Creek Road
Eenie Creek Road
Section 24
PEKOL TRAFFIC & TRANSPORT 4.4 Intersection Performance The likely impact of the proposed development on the future year (2017 and 2027) peak hour operations on the surrounding road network has been assessed using SIDRA. These analyses are based on the peak hour scenario turning movement forecasts for the existing operations and assumed turning proportions for the post-development scenarios, which are presented in Appendix D. 4.4.1 Eumundi Road / Walter Hay Drive / Venture Drive Roundabout The SIDRA analyses performed to quantify the existing and future year (ie 2017 and 2027) peak hour operations of this intersection was undertaken using the layout shown in Figure 2.2. The results are summarised in Table 4.5 and presented in Appendix C. Table 4.5: EUMUNDI ROAD / WALTER HAY DRIVE / VENTURE DRIVE ROUNDABOUT Evening Peak 2014 Existing 52% 4.0 Eumundi Road (South) — All Movements 2017 Pre Development 54% 42 Eumundi Road (South) — All Movements 2017 Post Development 55% 43 Eumundi Road (South) — All Movements 2027 Pre Development 65% 5.6 Ventura Drive — All Movements 2027 Post Development 66% 5.8 Ventura Drive — All Movements Saturday Peak 2014 Existing 48% 3.0 Eumundi Road (South) - All Movements 2017 Pre Development 50% 3.1 Eumundi Road (South) - All Movements 2017 Post Development 51% 3.3 Eumundi Road (South) — All Movements 2027 Pre Development 56% 41 Eumundi Road (South) — All Movements 2027 Post Development 58% 43 Eumundi Road (South) — All Movements The results predict that the Eumundi Road / Walter Hay Drive / Venture Drive roundabout will operate at an ‘excellent’ level of service during all of the 2017 and 2027 evening and Saturday peak hour scenarios. The additional traffic associated with the proposed development is not expected to significantly increase the critical degree of saturation. All of the scenarios assessed are within the DTMR acceptable limits for roundabouts. P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 20
Section 25
PEKOL TRAFFIC & TRANSPORT 4.4.2 Eumundi Road / Eenie Creek Road Roundabout The SIDRA analysis of the Eumundi Road / Eenie Creek Road roundabout was undertaken using the intersection layout as shown in Figure 2.3. The results of these analyses are attached in Appendix C, and are summarised in Table 4.6. Table 4.6: EUMUNDI ROAD / EENIE CREEK ROAD ROUNDABOUT Evening Peak 2014 Existing 66% 8.6 Eumundi Road (North) — All Movements 2017 Pre Development 70% 10.0 Eumundi Road (North) — All Movements 2017 Post Development 72% 11.0 Eumundi Road (North) — All Movements 2027 Pre Development 86% 19.6 Eumundi Road (North) — All Movements 2027 Post Development 90% 23.1 Eumundi Road (North) — All Movements Saturday Peak 2014 Existing 61% 5.9 Eumundi Road (South) - Ahead & Right 2017 Pre Development 64% 6.7 Eumundi Road (South) - Ahead & Right 2017 Post Development 64% 7.6 Eumundi Road (South) - Ahead & Right 2027 Pre Development 72% 11.2 Eumundi Road (North) - All Movements 2027 Post Development 77% 13.1 Eumundi Road (North) - All Movements Table 4.6 demonstrates that the Eumundi Road / Eenie Creek Road roundabout is expected to experience ‘very good’ operations during the 2017 weekday evening pre-development and post-development peak periods. Both of the 2027 weekday evening peak hour scenarios are expected to experience ‘acceptable’ conditions (according to SIDRA). All of the 2017 Saturday peak hour development scenarios are predicted to operate with an ‘excellent’ level of service, with both the 2027 pre and post development scenarios experiencing “very good” operations. Both of the weekday evening 2027 peak hour scenarios exceed the DTMR limits of acceptable operations for roundabouts (at 85%). However, the impact of the development traffic on this roundabout are relatively minor with an increase in the degree of saturation of less than 5% and only small increases in 95" percentile queues. P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 21
Section 26
PEKOL TRAFFIC & TRANSPORT In addition, the adopted traffic generation rates for the retail / industrial use are considered to be very conservative. In reality, it is unlikely that all three units would be utilised for retail use. Therefore the traffic generation for this part of the site is likely to lower than that assumed and the analysis above represents a worst case scenario. P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 22
Section 27
PEKOL TRAFFIC & TRANSPORT 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 Conclusions The proposed mixed industrial and commercial development at 139 Eumundi Road and 30 Lionel Donovan Drive, Noosaville has been evaluated in terms of its impact on the surrounding road network, site access operations and internal layout. The main points to note are: it is proposed to redevelop the site to provide a mixed use development comprising various retail, entertainment and dining and industrial business uses vehicular access to the development site is proposed via separate left-in / left-out driveways on Eumundi Road, which improve and formalise the existing arrangements, plus an additional vehicular access is proposed from Lionel Donovan Drive a total of 64 parking spaces are proposed for the development (comprising 59 car parking spaces and 5 motorcycle spaces), which is midway within the range of on-site parking required for the component uses by the Noosa Plan the development layout enables an AV to enter and exit the site from Eumundi Road in forward gear additional servicing and waste collection standing, loading and manouevering areas are provided for each component of the development during evening peak hour operations, the proposed development is expected to generate in the order of 240 vehicle trip-ends (comprising 107 new trips) with 260 (127 new trips) predicted during the Saturday peak hour the proposed development is not expected to have a major adverse impact on future year traffic operations of the local road network 5.2 Recommendations Based on our analysis it is recommended that: line marking and signage is provided at the access driveways on Eumundi Road to indicate permitted movements, as shown in Figure 3.2 P:\2014-15\15-067 LIONEL DONOVAN DRIVE, NOOSAVILLE\REPORTS\139 EUMUNDI ROAD, NOOSAVILLE TIA REPORT.DOCX 23
Section 28
PEKOL TRAFFIC & TRANSPORT APPENDIX A TRAFFIC COUNT SURVEYS
Section 29
10991 - Noosaville - IC
Thursday, 6 November 2014
JOB NUMBER 10991
JOB NAME Noosaville
CLIENT Pekol Traffic & Transport
SURVEY LOCATIONS 1. Eumundi Noosa Road & Eenie Creek Road
2. Eumundi Noosa Road & Walter Hay Drive/Venture Drive
3. Eumundi Noosa Road & Site Access 1
4. Eumundi Noosa Road & Site Access 2
SURVEY TYPE Intersection Count
SURVEY DATE Thursday, 6 November 2014
SURVEY PERIOD 3:00 PM - 5:00 PM
WEATHER Fine
Austraffic (QLD) - 8/71 Beenleigh Road, Coopers Plains, QLD 4108 - Ph: (07) 3423 8277- Fax: (07) 3423 8077
Section 30
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Section 31
AUSTRAFFIC VIDEO INTERSECTION COUNT
Site No.: 1 Weather: Fine
Location: Eumundi Noosa Road/Eenie Creek Road
Day/Date: Thursday, 6 November 2014
Summary: PM Peak : Hour ending - 4:00 PM Eumundi Noosa Road (north)
1017 1064 N
100.00% 100.00%
Hour Ending:
44 735 53 232
Classification: 100.00% 100.00% 100.00% 100.00%
1 2 3 4
1434 100.00% 879 100.00%
765 100.00% 16 5 0 100.00%
Eumundi Noosa Road (west) 603 100.00% 15 6 196 100.00% Eenie Creek Road (east)
66 100.00% 14 7 643 100.00%
8 49 100.00%
0 100.00% 13
888 100.00%
1396 100.00%
12 11 10 9
18 12 44 0
100.00% 100.00% 100.00% 100.00%
74 168
100.00% 100.00%
Eenie Creek Road (south)
Note: 3.28% = proportion of selected vehicle classification as a percentage of total vehicles
Section 32
Page I of 2
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Section 33
AUSTRAFFIC VIDEO INTERSECTION COUNT
Site No.: 2 Weather: Fine
Location: Eumundi Noosa Road/Walter Hay Drive/Venture Drive
Day/Date: Thursday, 6 November 2014
Summary: PM Peak : Hour ending - 4:00 PM Eumundi Noosa Road (north)
1269 1197 N
100.00% 100.00%
Hour Ending:
26 58 822 291
Classification: 100.00% 100.00% 100.00% 100.00%
1 2 3 4
269 100.00% 468 100.00%
94 100.00% 16 5 37 100.00%
Venture Drive (west) 62 100.00% 15 6 325 100.00% Walter Hay Drive (east)
111 100.00% 14 7 48 100.00%
8 16 100.00%
2 100.00% 13
426 100.00%
214 100.00%
12 11 10 9
106 824 78 41
100.00% 100.00% 100.00% 100.00%
1049 990
100.00% 100.00%
Eumundi Noosa Road (south)
Note: 3.28% = proportion of selected vehicle classification as a percentage of total vehicles
Section 34
Page 1 of 2 Eumundi Noosa Road (north) Camera Position a AUSTRAFFIC VIDEO INTERSECTION COUNT sjsyAIQ] 0 OC Or OO oO Off L © Onr BR DOO rr Ph z riog}s 8 & A Fo & Sloss 001 s 3 2 sajaiya, AAkaH}]~ nN OC OMAN A + IE 9z ae Oy 2 @ saoiyan yo] $F BAL SB Bk 16 (S) * hla A AN ANNE SE Be (o) = sjsJoIQ} °° COCO OO Oo Ofg 0 = coum S| = [e}alJ]Jo 0 OOO Oo oO Of9 0 o s 2 sajaiya, Ankay}O Oo CO OO Oo Olg 0 sgaiyap YBI]]}Oo CC OO oO oO Of9 0 sjsJOAAI9] 0 OC OOOO oO Of9 0 © <¢ feI0oJ]Jo oC OO oO Oo Off 0 o s 2 sajaiya, Anka} O OC OOOO Oo Olg 0 + sgaiya 1YBIT}O OC COO oO oO Og 0 || sjsJOAAIQ] 0 OC OOOO oO Og 0 = |o 3 < peoj]jo oor Of & Off L B o 2 1G gS 5 — Z 2 sajayay AWRaH] OO OC OOO Or Off 0 g S a F sgayap YBIJ]JOoO OC Or Or OC OfZ L 5 = s}IsjAQ]}O COCO OO oO O70 0 5 a t = [e}alJ]Jo 0 OOO Oo oO Of9 0 o s 2 sajaiya, Ankay}O Oo CO OO Oo Olg 0 sgaiyap YBI]]}Oo CC OO oO oO Of9 0 sjsJOAAI9] 0 OC OOOO oO Of9 0 oO z fejoyjt OM HN OM fF OfQL ZL o s 2 sajaiya, AnkaH}JO Oo KH HK OO oO Olg z sgaiyay 1Y6IJJt ON tA M + C]OL OL sjsJOAAQ] 0 COC OOO Oo Og 0 N Nwo oot hke MO z iogje 9 AF BS KR Slee 26 s 2 sajaiyan Aneay}~ NV mm ow wo -m ©f9g Le 4 Z 28 saoyan os & ES FSR Bleu O16 fea+s . “INN NNN NT 25 pests aeZ2u.s sjsJOIQ} 0° COC OO oO oOo Ofg 0 gees eos SKS, = leoy]}o 0 00 Oo oO Oo Ofg 0 228 : & Zooks $ 74 as 2 sajaiya, Ankay}O Oo CO OO Oo Olg 0 AUGSL Ss 2een sgayan yBI]]o CO CO oO oO Olg 0 nme ~g2k s i885 w 5 eretrierie oy o Z3an Zr 6 o6 ow o wo ofeioLiuz peedwd R Fe ~ Oe Qre2YT e 2grs < onnory + + 6 = = Dm A
Section 35
AUSTRAFFIC VIDEO INTERSECTION COUNT
Site No.: 3 Access 1 Weather: Fine
Location: Eumundi Noosa Road/Site Access 1
Day/Date: Thursday, 6 November 2014
Summary: PM Peak : Hour ending - 4:00 PM Eumundi Noosa Road (north)
1003 959
100.00% 100.00% N
Hour Ending:
0 947 12
Classification: 100.00% 100.00% 100.00%
1 2 3
12 100.00%
Site Access 1 (east)
4 0 100.00%
5 1 100.00%
1 100.00%
8 7 6
1003 0 0
100.00% 100.00% 100.00%
1003 948
100.00% 100.00%
Eumundi Noosa Road (south)
Note: 3.28% = proportion of selected vehicle classification as a percentage of total vehicles
Section 36
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Section 37
AUSTRAFFIC VIDEO INTERSECTION COUNT
Site No.: 3 Access 2 Weather: Fine
Location: Eumundi Noosa Road/Site Access 2
Day/Date: Thursday, 6 November 2014
Summary: PM Peak : Hour ending - 4:00 PM Eumundi Noosa Road (north)
1001 947
100.00% 100.00% N
Hour Ending:
0 946 1
Classification: 100.00% 100.00% 100.00%
1 2 3
1 100.00%
Site Access 2 (east)
4 0 100.00%
5 13 100.00%
13 100.00%
8 7 6
1001 0 0
100.00% 100.00% 100.00%
1001 959
100.00% 100.00%
Eumundi Noosa Road (south)
Note: 3.28% = proportion of selected vehicle classification as a percentage of total vehicles
Section 38
10991 - Noosaville - IC
Saturday, 8 November 2014
JOB NUMBER 10991
JOB NAME Noosaville
CLIENT Pekol Traffic & Transport
SURVEY LOCATIONS 1. Eumundi Noosa Road & Eenie Creek Road
2. Eumundi Noosa Road & Walter Hay Drive/Venture Drive
3. Eumundi Noosa Road & Site Access 1
4. Eumundi Noosa Road & Site Access 2
SURVEY TYPE Intersection Count
SURVEY DATE Saturday, 8 November 2014
SURVEY PERIOD 11:00 AM - 1:00 PM
WEATHER Fine
Austraffic (QLD) - 8/71 Beenleigh Road, Coopers Plains, QLD 4108 - Ph: (07) 3423 8277- Fax: (07) 3423 8077
Section 39
Page | of 2
Eumundi Noosa Road (north)
AUSTRAFFIC VIDEO INTERSECTION COUNT
@camera Position
L
a
Weather: Fine
1
Eumundi Noosa Road/Eenie Creek Road
Site No.
Camera Position @
16
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Section 40
AUSTRAFFIC VIDEO INTERSECTION COUNT
Site No.: 1 Weather: Fine
Location: Eumundi Noosa Road/Eenie Creek Road
Day/Date: Saturday, 8 November 2014
Summary: Peak : Hour ending - 12:00 PM Eumundi Noosa Road (north)
1087 929 N
100.00% 100.00%
Hour Ending:
23 626 33 247
Classification: 100.00% 100.00% 100.00% 100.00%
1 2 3 4
1557 100.00% 937 100.00%
829 100.00% 16 5 4 100.00%
Eumundi Noosa Road (west) 649 100.00% 15 6 215 100.00% Eenie Creek Road (east)
79 100.00% 14 7 542 100.00%
8 51 100.00%
0 100.00% 13
812 100.00%
1191 100.00%
12 11 10 9
23 20 37 0
100.00% 100.00% 100.00% 100.00%
80 163
100.00% 100.00%
Eenie Creek Road (south)
Note: 3.28% = proportion of selected vehicle classification as a percentage of total vehicles
Section 41
Page I of 2 Eumundi Noosa Road (north) AUSTRAFFIC VIDEO INTERSECTION COUNT Weather: Fine 2 Eumundi Noosa Road/Walter Hay Drive/Venture Drive Saturday, 8 November 2014 Site No. Location: Day/Date Peak Venture Drive (west) Hour ending- 12:00 PM sIsJOIQ9}0 COO OO Oo Ol9 0 sIsJOIQ;0 COCO OOO eK] 0 re} o < fejoyjJLnont t+ © t+ OlZy sz = fejojjo 2 Sle +N leg LS 3 5 E E 2 $ S saya, AARAHIO OC OOO Oo Of9 0 ° sgaya, AARAHIO - COC ON Off L Ss = = = sgayen 1y6]]2 ont t+ Ot Oly sz sgayap 1yb7]]}o0 ST SP 2 XS ols os PS - sIsJAQ]}O CON COCO SO Olg z s]IsJAIQ]} 0 COCO OO oO Of9 0 4 ¢|. 6 < [2OL]}RH ON MM © © K/|lh SZ = [2}0J}n 0 XN © om w ~-|p9 Ly 3 5 E E 2 S 2 sgzaya, AARAH}O OC OOOO oO Olg 0 8 sgzaya, AARAH}O OC OOOO oO Olg 0 sqayan y6I]]> © nm mM © © + |lb sz sqayan 167] > 0 XY oom w og ly sisJOLQ9;}0c COCO OO Oo Ol9 0 sisJOLQ9;}0c COCO OO Oo Ol9 0 © t+ 2 mojX 885 8 & SF Biser paz z moyy= FX FN Fo jee Zs 2 o E £ 3 $ 3 sgzaya, AAPAH}O OC ON DON Olp z 2 sgaya, AARAH}O OC OOOO oO Ol9 0 sqoyen uO X 8 8 8 B&F Blrer esz sqayear yor] = XN XN Xo nie6 Zs sIsJVIQ9}0 COCO OO Oo Olg 0 sIsJVIQ9}0 COCO OO Oo Olg 0 -— _€ |o 2 mag 2 feol]jt+ NO HK Mm Oo N AI0Z OL = [eol]Jo oO FOO Or Off 0 n o c = (| & 5 t 3 > g — Z 2 sgaya, AN@aH}O FC OOOO oO Olg 0 8 sgaya, AN@aH}O FC OOOO oO Olg 0 g 3 —iAZ sqayen Yyh]]+ NM - 9 MO A A IDZ OL sgayep yBI]]°2 OC OOO Or Off 0 3 5 pag s]IsJAIQ]} 0 COCO OO oO Of9 0 s]sJAIQ} 0 COCO OO oO Of9 0 a t N < POLS 8 8S FBS Hille zzz z roly= S22 Ro ILO ro @ @ £ £ 5 $ g 2 2 sgaya, AARAHIO Or tH KN Oley S 6 sgzaya, ANAHIO OC COO OOo Fi] 0 & = £ uo E sqoyen 1467/8 8 8 BS SS Sleor 212 sqayear yor] = X22 Ron elgor v9 oO sisJOLQ9;}0c COCO r OO O]f 0 sisJOLQ;}o ON OC Or Oo Olg z oO +yTo nv nstvr Foo = ~nrwnRreaaqggs¥sea5tr z 2IOL}2 FS 2 2 © © HI s2yL pee = Peli, 5 YX Yee e2 afiso 288 o E £ 3 $ 3 sgaiyea, AAPA A - NON Kr O NIOL iS 2 sqayea, AAPAHIN Oo NA OOM +I9L 6 sqoyen yo] SB 88 SS Slew 692 saoyen yor] = & 8 B S S S|ceor ez8 sIsJVIQ9}0 COCO OO Oo Olg 0 sIsJVIQ,0 OC OO Or oO Off 0 nN Oo < mojo 2 rt Fon w ole, gv = moLx 2 8X A Se Sie 96 Q oO 5 5 2 sgaya, AN@aH}O OC Or Or OC Olg L 8 sgaya, AN@aH}O FC OOOO oO Olg 0 sqaye, 6] = 2ST 2 © © wo los Sv sqayanwO7]/H 2 BNA SL Lf 96 s]IsJAIQ]} 0 COCO OO oO Of9 0 s]sJAIQ} 0 COCO OO oO Of9 0 = POLln ne t+ MO Oo AlEL 6 2 pol = & © wo + - wlgg tb @ @ £ £ S S 2 sgzaya, AARAH}O OC OOOO oO Olg 0 2 sgzaya, AARAH}O OC OOOO oO Olg 0 sgaye, yby]un un - t+ AN OO AIEL 6 saya, Y6| = = Fo mH + o wolgg Lb z SSS22225 z SSS22225 wo tataqtoaoona se wo tataqtoaoona se z= 2328 28 ¥ gyre pred z= 2328 28 ¥ gyre pred = FEES SAS8 4 = FEES SAS8 4
Section 42
AUSTRAFFIC VIDEO INTERSECTION COUNT
Site No.: 2 Weather: Fine
Location: Eumundi Noosa Road/Walter Hay Drive/Venture Drive
Day/Date: Saturday, 8 November 2014
Summary: Peak : Hour ending - 12:00 PM Eumundi Noosa Road (north)
1201 1051 N
100.00% 100.00%
Hour Ending:
9 46 774 222
Classification: 100.00% 100.00% 100.00% 100.00%
1 2 3 4
149 100.00% 369 100.00%
51 100.00% 16 5 10 100.00%
Venture Drive (west) 41 100.00% 15 6 254 100.00% Walter Hay Drive (east)
57 100.00% 14 7 25 100.00%
8 25 100.00%
0 100.00% 13
314 100.00%
135 100.00%
12 11 10 9
64 887 96 47
100.00% 100.00% 100.00% 100.00%
1094 903
100.00% 100.00%
Eumundi Noosa Road (south)
Note: 3.28% = proportion of selected vehicle classification as a percentage of total vehicles
Section 43
Page 1 of 2
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Section 44
AUSTRAFFIC VIDEO INTERSECTION COUNT
Site No.: 3 Access 1 Weather: Fine
Location: Eumundi Noosa Road/Site Access 1
Day/Date: Saturday, 8 November 2014
Summary: Peak : Hour ending - 12:00 PM Eumundi Noosa Road (north)
1075 856
100.00% 100.00% N
Hour Ending:
0 852 4
Classification: 100.00% 100.00% 100.00%
1 2 3
4 100.00%
Site Access 1 (east)
4 0 100.00%
5 1 100.00%
1 100.00%
8 7 6
1075 0 0
100.00% 100.00% 100.00%
1075 853
100.00% 100.00%
Eumundi Noosa Road (south)
Note: 3.28% = proportion of selected vehicle classification as a percentage of total vehicles
Section 45
Page 1 of 2 Eumundi Noosa Road (north) AUSTRAFFIC VIDEO INTERSECTION COUNT sjsJOAAQ] 0 N COON OO Op z «© a) n+ wo +t z wiols £3 2X8 = = Slee 2201 £ $ 2 sajayan AneaH]om AN A HK CO Mm NIL ig saoyan yo FS SN LE Shze 6901 . TIN NNN NNN SN sjsJoIQ} °° COCO OO Oo Ofg 0 KN < [BIOl]}o COCO FO oO oO Of9 0 oa & $ 2 sajaiya, AnkaH}O Oo OC OOO Oo Olg 0 sgaiyap YBI]]}Oo CC OO oO oO Of9 0 3 sIsJAQ] 0 COCO OO oO Olg 0 s a © L “ fe1I0J]}o oOo OO oO Oo Off 0 3 5 3 E 5 8 2 c 2 sajaiya, Anka} O OC OOOO Oo Olg 0 2 s a s 3g + x sgaiyan IyBIT]}O OC COO Oo Ofg 0 @ £ S || sjsJOAAQ] 0 OC OOOO oO Og 0 a « —t 2 2 pjoyje - tne ean of7] ig a & eB s £ o — 8 $ a — —s § & |seuen Mnea}o oo OO Oo Oo ofp 0 ss a t 3 “= —P Zz sgaya, y6iqJ- KH tT NK KN OZ ig 5 —e § s}IsjAQ]}O COCO OO oO O70 0 a 0 = [BIOl]}o COCO FO oO oO Of9 0 oa & $ 2 sajaiya, AnkaH}O Oo OC OOO Oo Olg 0 sgaiyap YBI]]}Oo CC OO oO oO Of9 0 sjsJOAAI9] 0 OC OOOO oO Of9 0 oO z fejojj- ON OOOO Ofg ie oa E $ 2 sajaiya, Anka} O OC OOOO Oo Olg 0 sgaiyaj 1yY6I]]}- ON COCO Oo Of¢g € sIsJAQ]0 OC Or OO Oo Off L N r OD Oo o o = rmol§ § S35 8 S Kiev eve £ $ 3 es - a g yseien Aneay]} non one iv a o 23 os seniyen us] JS SS BS Rieos sve ety+es z2Ss gars sIsJAQ] 0 CC OO CO oO Og 0 SUuON ge SKS, = jejajjo oO OO Oo Oo Off 0 A Oo & 5 228 5 od > anaes & Jsemuen fneaH}o Oo OO OO oO Og 0 AUGSL 8838 285s < Ee sgayan yBI]]o CO CO oO oO Olg 0 aoe ae 2 dS w 5 222222 FZ Z3eau == 23828 28 F gprliz pred oo ms = FEES SN8 + — a ) = Dm AA
Section 46
AUSTRAFFIC VIDEO INTERSECTION COUNT
Site No.: 3 Access 2 Weather: Fine
Location: Eumundi Noosa Road/Site Access 2
Day/Date: Thursday, 6 November 2014
Summary: Peak : Hour ending - 12:00 PM Eumundi Noosa Road (north)
Hour ending - 12:00 AM 1077 852
100.00% 100.00% N
Hour Ending:
0 849 3
Classification: 100.00% 100.00% 100.00%
1 2 3
3 100.00%
Site Access 2 (east)
4 0 100.00%
5 8 100.00%
8 100.00%
8 7 6
1077 0 0
100.00% 100.00% 100.00%
1077 857
100.00% 100.00%
Eumundi Noosa Road (south)
Note: 3.28% = proportion of selected vehicle classification as a percentage of total vehicles
Section 47
PEKOL TRAFFIC & TRANSPORT APPENDIX B DEVELOPMENT SITE LAYOUT
Section 48
N COPYRIGHT
SD-03-01
DEVELOPMENT SUMMARY W
A L
POWE Architects Pty Ltd. All rights reserved. This work is
covered by Copyright and cannot by reproduced or copied in
any form or by any means (graphic, electronic or mechanical
T E including photocopying) without the written permission of
GROSS FLOOR AREA
USE AREA R POWE Architects Pty Ltd. Any license, express or implied, to
H use this document for any purpose whatsoever is restricted to
Use GFA USE AREA A Y the terms of the written agreement between POWE Architects
FH Pty Ltd and the instructing party.
D R
I V DISCLAIMER
Food/Beverage 137 127 E The builder shall check and verify all dimensions and verify all
errors and omissions to POWE Architects. Do not scale the
drawings. Drawings shall not be used for construction purposes
8.73
10.59
until issued by POWE Architects marked "For Construction."
Retail Type 6 or Industrial Type 1 or 2 1 663 1 599 BIO-RETENTION AND STORMWATER DETENTION BASIN 8.37
POWE Architects accepts no responsibility for the accuracy,
compatibility and completeness of the data transfered
REFER CIVIL ENGINEERING DESIGN FOR DETAILS electronically. The recipient should, where necessary,
5 request a hardcopy for verification.
.82 11
4.05
20 ° 0' 12 .555 AMENDMENTS
Service Station and Shop 223 209 69 9.45 9.83 8°
11
'
R DATE DESCRIPTION BY
0.25
A 11/12/2014 DEVELOPMENT APPLICATION MJ
Tyre & Mechanical or Retail Type 6 or 9.44
594 582
Industrial Type 1 or 2
3 CAR PARK SPACES
17
2 617 m2 2 517 m2 90
1 2 7 .1 0 5
°1 4
.0 ' LE
1 0 3°4 YC '
6 O RC S
OT ACE
2 M SP
SITE AREA Retail Type 6 or Industrial Type 1 or 2
18.00
Gross Floor Area: 557 m²
Lot Plan Area ES 9
120 .060
PAC 10.00 °34
S '45.
RK 0 ''
PA
Lot 31 SP170751 3 574 2C
AR
LOADING
ZONE
Lot 4 SP159610 4 165
LIS AY
7 739 m2
D
7.46
MO EW
HE
DE RIV
188°56'
91.035
9.39
BE G D
4 CAR PARK SPACES
TO ISTIN
CAR PARK SCHEDULE
EX
Stage Quantity
Car 56
Disabled Car 3
BIO-RETENTION
Retail Type 6 or Industrial Type 1 or 2
54.35
18.00
CES
CES
Gross Floor Area: 549 m²
Motorcycle 5
SPA
BASIN
PA
KS
10.00
CLE
PP
64
AR
CY
5.40 8.00 5.40
RP
OR
CA
3
OT
9 CAR PARK SPACES
LOADING
12
2.4
D
3M
SD-03-02
5
ZONE
W
9.25
A
SD-03-01
5.4
CES
0
O
1
SPA
R
SD-03-02
RK
6.2
0
PA
30.00
S A
AR
PYLON SIGN
3C
5.4
0
3 CAR PARK SPACES
O
E
8
O
7.7 BIO-RETENTION SD-03-01
9.40
BASIN
N
Retail Type 6 or Industrial Type 1 or 2
I
18.00
9.35
Gross Floor Area: 557 m²
D
N
N
10.00
U
189°23'21.0''
M
73.957
U
LOADING
ZONE
E
9.75
''
34° 7.261
5.0
0.25
51'
9
5.40
103.874
11°11'
LIS AY
D
MO EW
HE
5.1
13.25
13.10
4 10 CAR PARK SPACES
DE RIV
BE G D
6.20
TO ISTIN
PUMP 1
PUMP 2
PUMP 3
PUMP 4
PUMP 5
PUMP 6
PUMP 7
PUMP 8
7.70
9.93
EX
FOR
FORINFORMATION
INFORMATION
FILLING
POINT
FH NOT
NOTFOR
FORCONSTRUCTION
0.15
10.00 10.00 CONSTRUCTION
R
3.00
8.0
10.45
0
POWE ARCHITECTS
AR C H I T E C T U R E MAS T E R P LAN N I N G D E S I G N
10.00
7.33
10.45
Tyre & Mechanical or Retail Type 6 or Industrial Type 1 or 2
Storage Yard
Area: 52 m²
Gross Floor Area: 594 m²
17.39
17.09
11 CAR PARK SPACES +61 (7) 3257 0202 P 42 BERWICK STREET
[email protected] E FORTITUDE VALLEY
2.60
www.powearchitects.com W QLD 4006
10.75
ZONE PROJECT
LOADING
Noosaville
6.4 FOR
5 5
9.8
0.15
2.00
ICE GAS
29.150 37.198
BIN BIN 278°57'10.0'' 8.20 278°57'10.0''
FH
Outdoor Dining
Service Station and Shop 3 0'' AT
Area: 47 m²
5.70
Gross Floor Area: 223 m² .14 10.
Food/Beverage
1 4 5 7' 139 Eumundi Road and 30 Lionel
1.50
Gross Floor Area: 137 m²
10.75 BIN BIN BIN 10.08 3°
23 10.05
10.75
1.8m FENCE TO BINS BIO-RETENTION Donovan Drive Noosaville QLD
BASIN RP
0
PP 6 .7
Lot 4 SP159610, Lot 31
11.68 64.633
278°57'10.0'' I V E SP170751
0.95
D R
10.66
TRANSFORMER
S FH
A N
County of March
SD-03-01 V
Hyundai Hyundai N O Parish of Tewantin
Vehicle Sales Premise Vehicle Sales Premise D O DRAWING DESCRIPTION
E Section 49
L
O N
L I Site Layout
DRAWING DETAILS
DRAWN CHECKED APPROVED
MJ MS MJ
SCALE SHEET PRINT DATE
1:250 A1 11/12/2014
FILE # DRAWING # REVISION
235-04 DA-01-01 A
P:\Active Projects\235 Empirica\235-04 Noosaville\3.0 BIM\235-04 Noosaville.pln
1:250
2.5 0 2.5m 5.0 7.5 10.0 12.5 15.0 17.5
Section 50
PEKOL TRAFFIC & TRANSPORT APPENDIX C INTERSECTION ANALYSES
Section 51
SITE LAYOUT
Site: 2027 SAT Post Dev
Eumundi Road / Walter Hay Drive / Ventura Drive Roundabout
2027 SAT Peak Hour Post Development
Roundabout
Created: Wednesday, 10 December 2014 5:07:46 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15 -067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Walter Hay Dr.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 52
LANE SUMMARY
Site: 2014 PM Existing
Eumundi Road / Walter Hay Drive / Ventura Drive Roundabout
2014 Existing PM Peak Hour
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eumundi Road (South)
d
Lane 1 566 2.8 1092 0.519 100 5.9 LOS A 3.5 25.0 Full 500 0.0 0.0
Lane 2 493 2.4 951 0.519 100 8.0 LOS A 3.4 24.4 Full 500 0.0 0.0
Approach 1060 2.6 0.519 6.8 LOS A 3.5 25.0
East: Walter Hay Drive
Lane 1 65 9.4 493 0.131 100 8.3 LOS A 0.6 4.2 Short 50 0.0 0.0
d
Lane 2 366 3.6 822 0.445 100 13.4 LOS B 2.7 19.7 Full 500 0.0 0.0
Approach 430 4.5 0.445 12.6 LOS B 2.7 19.7
North: Eumundi Road (North)
d
Lane 1 664 4.4 1329 0.499 100 5.4 LOS A 4.0 29.1 Full 500 0.0 0.0
Lane 2 545 3.0 1092 0.499 100 6.8 LOS A 3.8 27.2 Full 500 0.0 0.0
Approach 1209 3.8 0.499 6.0 LOS A 4.0 29.1
West: Ventura Drive
d
Lane 1 272 3.7 557 0.488 100 13.2 LOS B 2.9 21.0 Full 500 0.0 0.0
Approach 272 3.7 0.488 13.2 LOS B 2.9 21.0
Intersection 2971 3.4 0.519 7.9 LOS A 4.0 29.1
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 3:41:28 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Walter Hay Dr.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 53
LANE SUMMARY
Site: 2017 PM Pre-Dev
Eumundi Road / Walter Hay Drive / Ventura Drive Roundabout
2017 PM Peak Hour Pre Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eumundi Road (South)
d
Lane 1 584 2.8 1081 0.540 100 6.1 LOS A 3.8 27.2 Full 500 0.0 0.0
Lane 2 507 2.4 939 0.540 100 8.2 LOS A 3.7 26.4 Full 500 0.0 0.0
Approach 1091 2.6 0.540 7.1 LOS A 3.8 27.2
East: Walter Hay Drive
Lane 1 66 9.4 483 0.136 100 8.4 LOS A 0.6 4.4 Short 50 0.0 0.0
d
Lane 2 377 3.6 802 0.470 100 13.7 LOS B 3.0 21.6 Full 500 0.0 0.0
Approach 442 4.5 0.470 12.9 LOS B 3.0 21.6
North: Eumundi Road (North)
d
Lane 1 685 4.4 1319 0.519 100 5.5 LOS A 4.2 30.8 Full 500 0.0 0.0
Lane 2 562 3.0 1082 0.519 100 6.9 LOS A 4.0 28.8 Full 500 0.0 0.0
Approach 1246 3.8 0.519 6.1 LOS A 4.2 30.8
West: Ventura Drive
d
Lane 1 280 3.7 540 0.518 100 14.0 LOS B 3.2 23.1 Full 500 0.0 0.0
Approach 280 3.7 0.518 14.0 LOS B 3.2 23.1
Intersection 3060 3.4 0.540 8.2 LOS A 4.2 30.8
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 4:27:17 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Walter Hay Dr.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 54
LANE SUMMARY
Site: 2017 PM Post-Dev
Eumundi Road / Walter Hay Drive / Ventura Drive Roundabout
2017 PM Peak Hour Post Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eumundi Road (South)
d
Lane 1 597 2.8 1080 0.552 100 6.2 LOS A 4.0 28.4 Full 500 0.0 0.0
Lane 2 518 2.3 938 0.552 100 8.5 LOS A 3.9 27.6 Full 500 0.0 0.0
Approach 1115 2.6 0.552 7.2 LOS A 4.0 28.4
East: Walter Hay Drive
Lane 1 81 7.7 482 0.167 100 8.5 LOS A 0.7 5.4 Short 50 0.0 0.0
d
Lane 2 377 3.6 789 0.478 100 13.9 LOS B 3.1 22.2 Full 500 0.0 0.0
Approach 458 4.3 0.478 12.9 LOS B 3.1 22.2
North: Eumundi Road (North)
d
Lane 1 692 4.4 1309 0.529 100 5.6 LOS A 4.3 31.6 Full 500 0.0 0.0
Lane 2 566 3.0 1072 0.529 100 7.1 LOS A 4.2 30.0 Full 500 0.0 0.0
Approach 1259 3.8 0.529 6.3 LOS A 4.3 31.6
West: Ventura Drive
d
Lane 1 280 3.7 531 0.527 100 14.3 LOS B 3.3 23.7 Full 500 0.0 0.0
Approach 280 3.7 0.527 14.3 LOS B 3.3 23.7
Intersection 3111 3.4 0.552 8.3 LOS A 4.3 31.6
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
d Dominant lane on roundabout approach
Processed: Wednesday, 10 December 2014 4:52:56 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Walter Hay Dr.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 55
LANE SUMMARY
Site: 2027 PM Pre-Dev
Eumundi Road / Walter Hay Drive / Ventura Drive Roundabout
2027 PM Peak Hour Pre Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eumundi Road (South)
d
Lane 1 649 2.8 1040 0.624 100 7.0 LOS A 5.1 36.5 Full 500 0.0 0.0
Lane 2 558 2.4 895 0.624 100 9.3 LOS A 4.9 35.1 Full 500 0.0 0.0
Approach 1207 2.6 0.624 8.1 LOS A 5.1 36.5
East: Walter Hay Drive
Lane 1 74 9.4 445 0.166 100 8.9 LOS A 0.7 5.6 Short 50 0.0 0.0
d
Lane 2 416 3.6 730 0.570 100 15.3 LOS B 4.1 29.9 Full 500 0.0 0.0
Approach 490 4.5 0.570 14.4 LOS B 4.1 29.9
North: Eumundi Road (North)
d
Lane 1 759 4.4 1280 0.593 100 6.2 LOS A 5.6 40.4 Full 500 0.0 0.0
Lane 2 618 3.0 1043 0.593 100 8.2 LOS A 5.5 39.7 Full 500 0.0 0.0
Approach 1377 3.8 0.593 7.1 LOS A 5.6 40.4
West: Ventura Drive
d
Lane 1 309 3.7 478 0.646 100 18.1 LOS B 4.6 33.2 Full 500 0.0 0.0
Approach 309 3.7 0.646 18.1 LOS B 4.6 33.2
Intersection 3383 3.4 0.646 9.5 LOS A 5.6 40.4
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 4:29:42 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Walter Hay Dr.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 56
LANE SUMMARY
Site: 2027 PM Post-Dev
Eumundi Road / Walter Hay Drive / Ventura Drive Roundabout
2027 PM Peak Hour Post Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eumundi Road (South)
d
Lane 1 662 2.8 1039 0.637 100 7.2 LOS A 5.3 38.2 Full 500 0.0 0.0
Lane 2 569 2.4 894 0.637 100 9.6 LOS A 5.1 36.7 Full 500 0.0 0.0
Approach 1231 2.6 0.637 8.3 LOS A 5.3 38.2
East: Walter Hay Drive
Lane 1 88 7.9 443 0.198 100 9.0 LOS A 0.9 6.7 Short 50 0.0 0.0
d
Lane 2 416 3.6 716 0.581 100 15.6 LOS B 4.3 30.8 Full 500 0.0 0.0
Approach 504 4.3 0.581 14.5 LOS B 4.3 30.8
North: Eumundi Road (North)
d
Lane 1 766 4.4 1270 0.603 100 6.4 LOS A 5.8 42.4 Full 500 0.0 0.0
Lane 2 623 3.0 1033 0.603 100 8.5 LOS A 5.8 41.4 Full 500 0.0 0.0
Approach 1389 3.8 0.603 7.4 LOS A 5.8 42.4
West: Ventura Drive
d
Lane 1 309 3.7 469 0.659 100 18.7 LOS B 4.7 34.3 Full 500 0.0 0.0
Approach 309 3.7 0.659 18.7 LOS B 4.7 34.3
Intersection 3433 3.4 0.659 9.8 LOS A 5.8 42.4
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
d Dominant lane on roundabout approach
Processed: Wednesday, 10 December 2014 4:55:18 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Walter Hay Dr.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 57
LANE SUMMARY
Site: 2014 SAT Existing
Eumundi Road / Walter Hay Drive / Ventura Drive Roundabout
2014 Existing SAT Peak Hour
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eumundi Road (South)
d
Lane 1 586 0.9 1228 0.477 100 4.9 LOS A 3.0 20.9 Full 500 0.0 0.0
Lane 2 518 0.7 1087 0.477 100 7.0 LOS A 2.9 20.2 Full 500 0.0 0.0
Approach 1104 0.8 0.477 5.9 LOS A 3.0 20.9
East: Walter Hay Drive
Lane 1 50 0.0 587 0.086 100 7.3 LOS A 0.3 2.4 Short 50 0.0 0.0
d
Lane 2 266 0.8 941 0.283 100 11.7 LOS B 1.4 9.9 Full 500 0.0 0.0
Approach 317 0.6 0.283 11.0 LOS B 1.4 9.9
North: Eumundi Road (North)
d
Lane 1 580 1.3 1452 0.399 100 4.7 LOS A 2.9 20.2 Full 500 0.0 0.0
Lane 2 481 0.7 1205 0.399 100 5.7 LOS A 2.7 19.4 Full 500 0.0 0.0
Approach 1061 1.0 0.399 5.1 LOS A 2.9 20.2
West: Ventura Drive
d
Lane 1 150 0.7 612 0.246 100 10.0 LOS A 1.1 8.1 Full 500 0.0 0.0
Approach 150 0.7 0.246 10.0 LOS A 1.1 8.1
Intersection 2632 0.9 0.477 6.4 LOS A 3.0 20.9
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 4:08:01 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Walter Hay Dr.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 58
LANE SUMMARY
Site: 2017 SAT Pre Dev
Eumundi Road / Walter Hay Drive / Ventura Drive Roundabout
2017 SAT Peak Hour Pre Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eumundi Road (South)
d
Lane 1 604 0.9 1220 0.495 100 5.0 LOS A 3.1 22.0 Full 500 0.0 0.0
Lane 2 534 0.7 1078 0.495 100 7.1 LOS A 3.1 21.6 Full 500 0.0 0.0
Approach 1137 0.8 0.495 6.0 LOS A 3.1 22.0
East: Walter Hay Drive
Lane 1 52 0.0 579 0.091 100 7.3 LOS A 0.4 2.6 Short 50 0.0 0.0
d
Lane 2 274 0.8 925 0.297 100 11.8 LOS B 1.5 10.5 Full 500 0.0 0.0
Approach 327 0.6 0.297 11.1 LOS B 1.5 10.5
North: Eumundi Road (North)
d
Lane 1 597 1.3 1444 0.413 100 4.7 LOS A 3.0 21.2 Full 500 0.0 0.0
Lane 2 495 0.7 1197 0.413 100 5.7 LOS A 2.9 20.3 Full 500 0.0 0.0
Approach 1092 1.0 0.413 5.2 LOS A 3.0 21.2
West: Ventura Drive
d
Lane 1 155 0.7 596 0.261 100 10.2 LOS B 1.2 8.7 Full 500 0.0 0.0
Approach 155 0.7 0.261 10.2 LOS B 1.2 8.7
Intersection 2711 0.9 0.495 6.5 LOS A 3.1 22.0
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 4:14:33 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Walter Hay Dr.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 59
LANE SUMMARY
Site: 2017 SAT Post Dev
Eumundi Road / Walter Hay Drive / Ventura Drive Roundabout
2017 SAT Peak Hour Post Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eumundi Road (South)
d
Lane 1 621 0.9 1220 0.510 100 5.0 LOS A 3.3 23.1 Full 500 0.0 0.0
Lane 2 549 0.7 1078 0.510 100 7.3 LOS A 3.3 22.9 Full 500 0.0 0.0
Approach 1171 0.8 0.510 6.1 LOS A 3.3 23.1
East: Walter Hay Drive
Lane 1 72 0.0 576 0.124 100 7.5 LOS A 0.5 3.6 Short 50 0.0 0.0
d
Lane 2 274 0.8 906 0.303 100 11.9 LOS B 1.5 10.9 Full 500 0.0 0.0
Approach 346 0.6 0.303 11.0 LOS B 1.5 10.9
North: Eumundi Road (North)
d
Lane 1 607 1.2 1425 0.426 100 4.8 LOS A 3.1 22.3 Full 500 0.0 0.0
Lane 2 502 0.7 1177 0.426 100 5.8 LOS A 3.0 21.3 Full 500 0.0 0.0
Approach 1109 1.0 0.426 5.3 LOS A 3.1 22.3
West: Ventura Drive
d
Lane 1 155 0.7 584 0.266 100 10.3 LOS B 1.3 8.9 Full 500 0.0 0.0
Approach 155 0.7 0.266 10.3 LOS B 1.3 8.9
Intersection 2781 0.9 0.510 6.6 LOS A 3.3 23.1
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
d Dominant lane on roundabout approach
Processed: Wednesday, 10 December 2014 4:58:14 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Walter Hay Dr.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 60
LANE SUMMARY
Site: 2027 SAT Pre Dev
Eumundi Road / Walter Hay Drive / Ventura Drive Roundabout
2027 SAT Peak Hour Pre Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eumundi Road (South)
d
Lane 1 668 0.9 1191 0.561 100 5.5 LOS A 4.1 28.6 Full 500 0.0 0.0
Lane 2 587 0.7 1047 0.561 100 7.8 LOS A 4.0 28.3 Full 500 0.0 0.0
Approach 1255 0.8 0.561 6.6 LOS A 4.1 28.6
East: Walter Hay Drive
Lane 1 57 0.0 548 0.103 100 7.7 LOS A 0.4 3.0 Short 50 0.0 0.0
d
Lane 2 303 0.8 868 0.349 100 12.2 LOS B 1.9 13.1 Full 500 0.0 0.0
Approach 359 0.6 0.349 11.5 LOS B 1.9 13.1
North: Eumundi Road (North)
d
Lane 1 662 1.3 1415 0.468 100 5.0 LOS A 3.6 25.5 Full 500 0.0 0.0
Lane 2 545 0.7 1166 0.468 100 6.0 LOS A 3.5 24.3 Full 500 0.0 0.0
Approach 1207 1.0 0.468 5.4 LOS A 3.6 25.5
West: Ventura Drive
d
Lane 1 172 0.7 538 0.319 100 11.1 LOS B 1.6 11.3 Full 500 0.0 0.0
Approach 172 0.7 0.319 11.1 LOS B 1.6 11.3
Intersection 2993 0.9 0.561 7.0 LOS A 4.1 28.6
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 4:21:09 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Walter Hay Dr.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 61
LANE SUMMARY
Site: 2027 SAT Post Dev
Eumundi Road / Walter Hay Drive / Ventura Drive Roundabout
2027 SAT Peak Hour Post Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eumundi Road (South)
d
Lane 1 687 0.9 1191 0.577 100 5.6 LOS A 4.3 30.4 Full 500 0.0 0.0
Lane 2 603 0.7 1046 0.577 100 8.1 LOS A 4.3 30.0 Full 500 0.0 0.0
Approach 1290 0.8 0.577 6.8 LOS A 4.3 30.4
East: Walter Hay Drive
Lane 1 77 0.0 539 0.142 100 7.9 LOS A 0.6 4.2 Short 50 0.0 0.0
d
Lane 2 303 0.8 848 0.357 100 12.4 LOS B 1.9 13.7 Full 500 0.0 0.0
Approach 379 0.6 0.357 11.5 LOS B 1.9 13.7
North: Eumundi Road (North)
d
Lane 1 672 1.2 1395 0.481 100 5.1 LOS A 3.8 26.7 Full 500 0.0 0.0
Lane 2 552 0.7 1147 0.481 100 6.1 LOS A 3.6 25.4 Full 500 0.0 0.0
Approach 1224 1.0 0.481 5.6 LOS A 3.8 26.7
West: Ventura Drive
d
Lane 1 172 0.7 526 0.326 100 11.4 LOS B 1.7 11.7 Full 500 0.0 0.0
Approach 172 0.7 0.326 11.4 LOS B 1.7 11.7
Intersection 3065 0.9 0.577 7.1 LOS A 4.3 30.4
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
d Dominant lane on roundabout approach
Processed: Wednesday, 10 December 2014 5:07:31 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Walter Hay Dr.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 62
SITE LAYOUT
Site: 2014 PM Existing
Eumundi Road / Eenie Creek Road Roundabout
2014 PM Peak Hour Existing
Roundabout
Created: Wednesday, 10 December 2014 5:35:00 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Eenie Creek Rd.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 63
LANE SUMMARY
Site: 2014 PM Existing
Eumundi Road / Eenie Creek Road Roundabout
2014 PM Peak Hour Existing
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eenie Creek Road
d
Lane 1 78 2.7 561 0.139 100 11.5 LOS B 0.6 4.5 Full 500 0.0 0.0
Approach 78 2.7 0.139 11.5 LOS B 0.6 4.5
East: Eenie Creek Road
d
Lane 1 526 3.3 877 0.599 100 6.6 LOS A 4.4 31.6 Full 500 0.0 0.0
Lane 2 408 2.3 681 0.599 100 11.1 LOS B 4.0 28.7 Full 500 0.0 0.0
Approach 934 2.9 0.599 8.6 LOS A 4.4 31.6
North: Eumundi Road (North)
d
Lane 1 652 3.2 992 0.657 100 14.4 LOS B 8.6 62.1 Full 500 0.0 0.0
Lane 2 467 4.1 711 0.657 100 20.2 LOS C 7.5 54.2 Full 500 0.0 0.0
Approach 1119 3.6 0.657 16.8 LOS B 8.6 62.1
West: Eumundi Road (South)
d 5
Lane 1 804 3.0 1467 0.548 90 4.6 LOS A 4.8 34.8 Full 500 0.0 0.0
Lane 2 703 3.3 1160 0.607 100 5.6 LOS A 5.7 41.1 Full 500 0.0 0.0
Approach 1508 3.1 0.607 5.1 LOS A 5.7 41.1
Intersection 3638 3.2 0.657 9.7 LOS A 8.6 62.1
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 4:37:38 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Eenie Creek Rd.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 64
LANE SUMMARY
Site: 2017 PM Pre-Dev
Eumundi Road / Eenie Creek Road Roundabout
2017 PM Peak Hour Pre Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eenie Creek Road
d
Lane 1 78 2.7 548 0.142 100 11.7 LOS B 0.7 4.7 Full 500 0.0 0.0
Approach 78 2.7 0.142 11.7 LOS B 0.7 4.7
East: Eenie Creek Road
d
Lane 1 541 3.3 863 0.628 100 6.9 LOS A 4.7 34.2 Full 500 0.0 0.0
Lane 2 419 2.3 667 0.628 100 11.6 LOS B 4.3 30.9 Full 500 0.0 0.0
Approach 960 2.9 0.628 8.9 LOS A 4.7 34.2
North: Eumundi Road (North)
d
Lane 1 671 3.2 964 0.696 100 15.9 LOS B 10.0 71.6 Full 500 0.0 0.0
Lane 2 479 4.1 689 0.696 100 22.0 LOS C 8.5 61.7 Full 500 0.0 0.0
Approach 1150 3.6 0.696 18.5 LOS B 10.0 71.6
West: Eumundi Road (South)
d 5
Lane 1 829 3.0 1458 0.568 91 4.7 LOS A 5.1 36.8 Full 500 0.0 0.0
Lane 2 722 3.3 1151 0.628 100 5.9 LOS A 6.3 45.1 Full 500 0.0 0.0
Approach 1551 3.1 0.628 5.3 LOS A 6.3 45.1
Intersection 3739 3.2 0.696 10.4 LOS B 10.0 71.6
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 4:39:37 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Eenie Creek Rd.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 65
LANE SUMMARY
Site: 2017 PM Post-Dev
Eumundi Road / Eenie Creek Road Roundabout
2017 PM Peak Hour Post Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eenie Creek Road
d
Lane 1 78 2.7 538 0.145 100 11.8 LOS B 0.7 4.8 Full 500 0.0 0.0
Approach 78 2.7 0.145 11.8 LOS B 0.7 4.8
East: Eenie Creek Road
d
Lane 1 542 3.3 850 0.639 100 7.1 LOS A 4.9 35.1 Full 500 0.0 0.0
Lane 2 418 2.3 654 0.639 100 11.8 LOS B 4.4 31.6 Full 500 0.0 0.0
Approach 960 2.9 0.639 9.1 LOS A 4.9 35.1
North: Eumundi Road (North)
d
Lane 1 696 3.1 961 0.724 100 16.9 LOS B 11.0 79.1 Full 500 0.0 0.0
Lane 2 497 4.1 686 0.724 100 23.3 LOS C 9.4 67.8 Full 500 0.0 0.0
Approach 1192 3.6 0.724 19.5 LOS B 11.0 79.1
West: Eumundi Road (South)
d 5
Lane 1 841 3.0 1448 0.581 92 4.8 LOS A 5.3 38.0 Full 500 0.0 0.0
Lane 2 722 3.3 1139 0.634 100 6.2 LOS A 6.5 46.5 Full 500 0.0 0.0
Approach 1564 3.1 0.634 5.4 LOS A 6.5 46.5
Intersection 3794 3.2 0.724 10.9 LOS B 11.0 79.1
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 4:41:04 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Eenie Creek Rd.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 66
LANE SUMMARY
Site: 2027 PM Pre-Dev
Eumundi Road / Eenie Creek Road Roundabout
2027 PM Peak Hour Pre Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eenie Creek Road
d
Lane 1 78 2.7 508 0.153 100 12.4 LOS B 0.7 5.1 Full 500 0.0 0.0
Approach 78 2.7 0.153 12.4 LOS B 0.7 5.1
East: Eenie Creek Road
d
Lane 1 600 1.6 825 0.728 100 8.6 LOS A 6.3 44.4 Full 500 0.0 0.0
Lane 2 455 1.2 625 0.728 100 13.5 LOS B 5.6 39.7 Full 500 0.0 0.0
Approach 1056 1.4 0.728 10.7 LOS B 6.3 44.4
North: Eumundi Road (North)
d
Lane 1 741 3.2 858 0.864 100 29.4 LOS C 19.6 140.7 Full 500 0.0 0.0
Lane 2 524 4.1 606 0.864 100 37.5 LOS D 15.8 114.3 Full 500 0.0 0.0
Approach 1265 3.6 0.864 32.7 LOS C 19.6 140.7
West: Eumundi Road (South)
d 5
Lane 1 916 3.0 1425 0.643 91 5.4 LOS A 6.7 48.3 Full 500 0.0 0.0
Lane 2 791 3.2 1118 0.707 100 7.4 LOS A 8.7 62.7 Full 500 0.0 0.0
Approach 1707 3.1 0.707 6.3 LOS A 8.7 62.7
Intersection 4105 2.8 0.864 15.7 LOS B 19.6 140.7
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 4:41:46 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Eenie Creek Rd.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 67
LANE SUMMARY
Site: 2027 PM Post Dev
Eumundi Road / Eenie Creek Road Roundabout
2027 PM Peak Hour Post Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eenie Creek Road
d
Lane 1 78 2.7 497 0.156 100 12.6 LOS B 0.7 5.3 Full 500 0.0 0.0
Approach 78 2.7 0.156 12.6 LOS B 0.7 5.3
East: Eenie Creek Road
d
Lane 1 601 3.4 802 0.749 100 9.1 LOS A 6.6 47.2 Full 500 0.0 0.0
Lane 2 455 2.3 608 0.749 100 14.2 LOS B 5.9 41.9 Full 500 0.0 0.0
Approach 1056 2.9 0.749 11.3 LOS B 6.6 47.2
North: Eumundi Road (North)
d
Lane 1 766 3.1 854 0.897 100 34.3 LOS C 23.1 166.4 Full 500 0.0 0.0
Lane 2 541 4.1 603 0.897 100 43.0 LOS D 18.5 133.9 Full 500 0.0 0.0
Approach 1307 3.6 0.897 37.9 LOS D 23.1 166.4
West: Eumundi Road (South)
d 5
Lane 1 928 3.0 1416 0.656 92 5.7 LOS A 7.1 51.3 Full 500 0.0 0.0
Lane 2 791 3.2 1107 0.714 100 7.8 LOS A 9.0 64.6 Full 500 0.0 0.0
Approach 1719 3.1 0.714 6.6 LOS A 9.0 64.6
Intersection 4160 3.2 0.897 17.7 LOS B 23.1 166.4
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Processed: Thursday, 11 December 2014 8:38:10 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Eenie Creek Rd.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 68
LANE SUMMARY
Site: 2014 SAT Existing
Eumundi Road / Eenie Creek Road Roundabout
2014 SAT Peak Hour Existing
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eenie Creek Road
d
Lane 1 80 1.2 657 0.122 100 9.6 LOS A 0.5 3.8 Full 500 0.0 0.0
Approach 80 1.2 0.122 9.6 LOS A 0.5 3.8
East: Eenie Creek Road
d
Lane 1 452 1.4 1010 0.447 100 5.1 LOS A 2.7 19.4 Full 500 0.0 0.0
Lane 2 364 0.5 813 0.447 100 9.8 LOS A 2.6 18.2 Full 500 0.0 0.0
Approach 815 1.0 0.447 7.2 LOS A 2.7 19.4
North: Eumundi Road (North)
d
Lane 1 543 0.4 995 0.545 100 11.7 LOS B 5.9 41.4 Full 500 0.0 0.0
Lane 2 390 0.8 716 0.545 100 17.4 LOS B 5.2 36.8 Full 500 0.0 0.0
Approach 933 0.5 0.545 14.0 LOS B 5.9 41.4
West: Eumundi Road (South)
d 5
Lane 1 832 1.0 1500 0.555 90 4.6 LOS A 4.9 34.8 Full 500 0.0 0.0
Lane 2 731 1.1 1191 0.614 100 5.5 LOS A 5.8 41.0 Full 500 0.0 0.0
Approach 1563 1.1 0.614 5.0 LOS A 5.8 41.0
Intersection 3392 0.9 0.614 8.1 LOS A 5.9 41.4
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 4:46:55 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Eenie Creek Rd.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 69
LANE SUMMARY
Site: 2017 SAT Pre-Dev
Eumundi Road / Eenie Creek Road Roundabout
2017 SAT Peak Hour Pre Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eenie Creek Road
d
Lane 1 80 1.2 641 0.125 100 9.7 LOS A 0.6 3.9 Full 500 0.0 0.0
Approach 80 1.2 0.125 9.7 LOS A 0.6 3.9
East: Eenie Creek Road
d
Lane 1 465 1.4 993 0.469 100 5.2 LOS A 3.0 21.0 Full 500 0.0 0.0
Lane 2 373 0.5 796 0.469 100 10.0 LOS B 2.8 19.6 Full 500 0.0 0.0
Approach 838 1.0 0.469 7.4 LOS A 3.0 21.0
North: Eumundi Road (North)
d
Lane 1 559 0.4 965 0.579 100 12.6 LOS B 6.7 47.2 Full 500 0.0 0.0
Lane 2 401 0.8 692 0.579 100 18.5 LOS B 5.9 41.4 Full 500 0.0 0.0
Approach 960 0.5 0.579 15.1 LOS B 6.7 47.2
West: Eumundi Road (South)
d 5
Lane 1 857 1.0 1490 0.575 90 4.6 LOS A 5.2 37.0 Full 500 0.0 0.0
Lane 2 751 1.1 1181 0.636 100 5.8 LOS A 6.4 45.3 Full 500 0.0 0.0
Approach 1608 1.1 0.636 5.2 LOS A 6.4 45.3
Intersection 3487 0.9 0.636 8.5 LOS A 6.7 47.2
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 4:47:50 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Eenie Creek Rd.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 70
LANE SUMMARY
Site: 2017 SAT Post-Dev
Eumundi Road / Eenie Creek Road Roundabout
2017 SAT Peak Hour Post Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eenie Creek Road
d
Lane 1 80 1.2 626 0.128 100 9.8 LOS A 0.6 4.1 Full 500 0.0 0.0
Approach 80 1.2 0.128 9.8 LOS A 0.6 4.1
East: Eenie Creek Road
d
Lane 1 466 1.4 971 0.480 100 5.4 LOS A 3.1 21.9 Full 500 0.0 0.0
Lane 2 372 0.5 774 0.480 100 10.2 LOS B 2.9 20.4 Full 500 0.0 0.0
Approach 838 1.0 0.480 7.5 LOS A 3.1 21.9
North: Eumundi Road (North)
d
Lane 1 591 0.4 960 0.615 100 13.4 LOS B 7.6 53.5 Full 500 0.0 0.0
Lane 2 423 0.7 688 0.615 100 19.5 LOS B 6.6 46.5 Full 500 0.0 0.0
Approach 1014 0.5 0.615 15.9 LOS B 7.6 53.5
West: Eumundi Road (South)
d 5
Lane 1 874 1.0 1477 0.592 92 4.8 LOS A 5.5 38.5 Full 500 0.0 0.0
Lane 2 751 1.1 1166 0.644 100 6.2 LOS A 6.7 47.2 Full 500 0.0 0.0
Approach 1626 1.1 0.644 5.4 LOS A 6.7 47.2
Intersection 3558 0.9 0.644 9.0 LOS A 7.6 53.5
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Processed: Thursday, 11 December 2014 8:42:31 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Eenie Creek Rd.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 71
LANE SUMMARY
Site: 2027 SAT Pre-Dev
Eumundi Road / Eenie Creek Road Roundabout
2027 SAT Peak Hour Pre Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eenie Creek Road
d
Lane 1 80 1.2 599 0.134 100 10.2 LOS B 0.6 4.3 Full 500 0.0 0.0
Approach 80 1.2 0.134 10.2 LOS B 0.6 4.3
East: Eenie Creek Road
d
Lane 1 514 1.4 949 0.542 100 5.8 LOS A 3.8 26.6 Full 500 0.0 0.0
Lane 2 407 0.5 752 0.542 100 10.9 LOS B 3.5 24.5 Full 500 0.0 0.0
Approach 922 1.0 0.542 8.1 LOS A 3.8 26.6
North: Eumundi Road (North)
d
Lane 1 619 0.4 855 0.723 100 18.7 LOS B 11.2 78.8 Full 500 0.0 0.0
Lane 2 438 0.8 605 0.723 100 25.6 LOS C 9.3 65.7 Full 500 0.0 0.0
Approach 1056 0.5 0.723 21.6 LOS C 11.2 78.8
West: Eumundi Road (South)
d 5
Lane 1 947 1.0 1459 0.649 91 5.2 LOS A 6.8 47.9 Full 500 0.0 0.0
Lane 2 821 1.1 1150 0.714 100 7.3 LOS A 8.9 63.1 Full 500 0.0 0.0
Approach 1768 1.1 0.714 6.2 LOS A 8.9 63.1
Intersection 3826 0.9 0.723 11.0 LOS B 11.2 78.8
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Processed: Wednesday, 3 December 2014 4:49:43 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Eenie Creek Rd.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 72
LANE SUMMARY
Site: 2027 SAT Post-Dev
Eumundi Road / Eenie Creek Road Roundabout
2027 SAT Peak Hour Post Development
Roundabout
Lane Use and Performance
Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob.
Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block.
veh/h % veh/h v/c % sec m m % %
South: Eenie Creek Road
d
Lane 1 80 1.2 586 0.137 100 10.3 LOS B 0.6 4.4 Full 500 0.0 0.0
Approach 80 1.2 0.137 10.3 LOS B 0.6 4.4
East: Eenie Creek Road
d
Lane 1 516 1.4 929 0.555 100 6.0 LOS A 3.9 27.7 Full 500 0.0 0.0
Lane 2 406 0.5 732 0.555 100 11.1 LOS B 3.6 25.5 Full 500 0.0 0.0
Approach 922 1.0 0.555 8.3 LOS A 3.9 27.7
North: Eumundi Road (North)
d
Lane 1 651 0.4 849 0.766 100 21.0 LOS C 13.1 91.9 Full 500 0.0 0.0
Lane 2 461 0.7 601 0.766 100 28.3 LOS C 10.8 75.9 Full 500 0.0 0.0
Approach 1111 0.5 0.766 24.0 LOS C 13.1 91.9
West: Eumundi Road (South)
d 5
Lane 1 964 1.0 1446 0.666 92 5.6 LOS A 7.4 52.0 Full 500 0.0 0.0
Lane 2 821 1.1 1135 0.724 100 7.7 LOS A 9.3 65.7 Full 500 0.0 0.0
Approach 1785 1.1 0.724 6.6 LOS A 9.3 65.7
Intersection 3899 0.9 0.766 12.0 LOS B 13.1 91.9
Level of Service (LOS) Method: Delay (HCM 2000).
Roundabout LOS Method: Same as Signalised Intersections.
Lane LOS values are based on average delay per lane.
Intersection and Approach LOS values are based on average delay for all lanes.
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.
5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Processed: Thursday, 11 December 2014 8:44:21 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd
SIDRA INTERSECTION 6.0.24.4877 www.sidrasolutions.com
Project: P:\2014-15\15-067 Lionel Donovan Drive, Noosaville\Calcs\SIDRA\Eumundi Rd - Eenie Creek Rd.sip6
8000122, 6016988, ADAM PEKOL CONSULTING, PLUS / 1PC
Section 73
PEKOL TRAFFIC & TRANSPORT APPENDIX D FORECAST TURNING MOVEMENTS
Section 74
Eumundi Noosa Road
94
62 26 58 822 291
111
2
Venture Drive Walter Hay Drive
37
325
106 824 78 41 48
16
947 12
1
1003
946 1
SITE
13
1001
0 0
0
Lionel Donovan Drive
0
765
603 44 735 53 232
66
0
Eumundi Noosa Road Eenie Creek Road
0
196
18 12 44 0 643
49
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 1
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
2014 Existing Evening Peak Hour
Section 75
Eumundi Noosa Road
51
41 9 46 774 222
57
0
Venture Drive Walter Hay Drive
10
254
64 887 96 47 25
25
852 4
1
1075
849 3
SITE
8
1077
0 0
0
Lionel Donovan Drive
0
829
649 23 626 33 247
79
0
Eumundi Noosa Road Eenie Creek Road
4
215
23 20 37 0 542
51
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 2
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
2014 Existing Saturday Peak Hour
Section 76
Eumundi Noosa Road
Traffic Growth 1.03
97
64 27 60 847 300
114
2
Venture Drive Walter Hay Drive
38
335
109 849 80 42 49
16
976 12
1
1033
975 1
SITE
13
1031
Lionel Donovan Drive
788
621 45 757 53 239
66
0
Eumundi Noosa Road Eenie Creek Road
0
202
18 12 44 0 662
49
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 3
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
2017 Pre Development Evening Peak Hour
Section 77
Eumundi Noosa Road
Traffic Growth 1.03
53
42 9 47 797 229
59
0
Venture Drive Walter Hay Drive
10
262
66 914 99 48 26
26
878 4
1
1108
875 3
SITE
8
1110
Lionel Donovan Drive
854
669 24 645 33 254
79
0
Eumundi Noosa Road Eenie Creek Road
4
222
23 20 37 0 558
51
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 4
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
2017 Pre Development Saturday Peak Hour
Section 78
Eumundi Noosa Road
Traffic Growth 1.14
107
71 30 66 936 331
126
2
Venture Drive Walter Hay Drive
42
370
121 938 89 47 55
18
1078 12
1
1142
1077 1
SITE
13
1139
Lionel Donovan Drive
871
686 50 836 53 264
66
0
Eumundi Noosa Road Eenie Creek Road
0
223
18 12 44 0 732
49
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 5
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
2027 Pre Development Evening Peak Hour
Section 79
Eumundi Noosa Road
Traffic Growth 1.14
58
47 10 52 881 253
65
0
Venture Drive Walter Hay Drive
11
289
73 1009 109 53 28
28
970 4
1
1223
966 3
SITE
8
1226
Lionel Donovan Drive
943
739 26 712 33 281
79
0
Eumundi Noosa Road Eenie Creek Road
5
245
23 20 37 0 617
51
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 6
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
2027 Pre Development Saturday Peak Hour
Section 80
Eumundi Noosa Road
TOTAL TRIPS
In 120
16 Out 120
240
Venture Drive Walter Hay Drive
16 16
19
-67 117
-67
SITE
117
3
Lionel Donovan Drive
3 3
16
16 16 21
Eumundi Noosa Road Eenie Creek Road
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 7
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
Development Generated Traffic (Total Trips): Evening Peak Hour
Section 81
Eumundi Noosa Road
TOTAL TRIPS
In 130
19 Out 130
260
Venture Drive Walter Hay Drive
19 19
22
-67 127
-67
SITE
127
3
Lionel Donovan Drive
3 3
19
19 19 25
Eumundi Noosa Road Eenie Creek Road
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 8
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
Development Generated Traffic: Saturday Peak Hour
Section 82
Eumundi Noosa Road
EXISTING TRIPS
In 13
4 Out 14
27
Venture Drive Walter Hay Drive
4 4
5
SITE
Lionel Donovan Drive
4
4 4 6
Eumundi Noosa Road Eenie Creek Road
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 9
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
Existing Site Traffic: Evening Peak Hour
Section 83
Eumundi Noosa Road
EXISTING TRIPS
In 7
2 Out 9
16
Venture Drive Walter Hay Drive
3 2
2
SITE
Lionel Donovan Drive
2
3 3 4
Eumundi Noosa Road Eenie Creek Road
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 10
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
Existing Site Traffic: Saturday Peak Hour
Section 84
Eumundi Noosa Road
97
64 27 60 859 300
114
2
Venture Drive Walter Hay Drive
38
335
109 861 80 54 49
31
909 117
1033
908
SITE
117
1031
3
Lionel Donovan Drive
3 3
800
621 57 769 53 255
66
0
Eumundi Noosa Road Eenie Creek Road
0
202
18 12 44 0 662
49
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 11
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
2017 Post Development Evening Peak Hour
Section 85
Eumundi Noosa Road
53
42 9 47 814 229
59
0
Venture Drive Walter Hay Drive
10
262
66 930 99 65 26
45
811 127
1108
808
SITE
127
1110
3
Lionel Donovan Drive
3 3
871
669 40 661 33 276
79
0
Eumundi Noosa Road Eenie Creek Road
4
222
23 20 37 0 558
51
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 12
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
2017 Post Development Saturday Peak Hour
Section 86
Eumundi Noosa Road
107
71 30 66 948 331
126
2
Venture Drive Walter Hay Drive
42
370
121 950 89 59 55
32
1011 117
1142
1010
SITE
117
1139
3
Lionel Donovan Drive
3 3
883
686 62 848 53 280
66
0
Eumundi Noosa Road Eenie Creek Road
0
223
18 12 44 0 732
49
Eenie Creek Road
Client Project
Empirica 139 Eumundi Road, Noosaville
Date Job No. Drawing No.
P 07 3839 6771 November 2014 15-067 Figure 13
E [email protected]
GD02 67 St Pauls Terrace Spring Hill QLD 4000
2027 Post Development Evening Peak Hour
The text continues on section 87.