Hastings District Council Whakatu Arterial Link Transportation Assessment June 2014
Executive summary This report is subject to, and must be read in conjunction with, the limitations set out in Section 14 and the assumptions and qualifications contained throughout the Report. Purpose This Transportation Assessment describes how the proposed Whakatu Arterial Link (WAL) aligns with transport policy, its effects on the roading network and road users, and access arrangements to properties. An overview of the process of selection of the proposed alignment and the results of an economic evaluation to determine the economic viability of the WAL are also covered in this Transportation Assessment. The Heretaunga Plains Transportation Study identified the need to provide a link between Whakatu and Pakowhai Road and remove HCVs from the SH2 route to the Port of Napier along Napier s Marine Parade. The study identified three options and the preferred option was developed through an Enquiry By Design process to the current design. The WAL is to be a two lane single carriageway road from a new roundabout on State Highway 2 at its intersection with Napier Road to a new roundabout on Pakowhai Road to the north east of its intersection with Ruahapia Road. The new road will roughly follow the Karamu Stream. Pilcher Road is to be diverted to the proposed roundabout intersection of SH2 and the WAL. The WAL will cross the railway line at a new level crossing which has necessitated the need to close the existing railway crossing at Ruahapia Road splitting the road in to two sections. The WAL aligns with Government policy on assisting economic development and improving the efficiency of movement of freight. The scheme is in the Hawke s Bay Regional Council s Regional Land Transport Programme for 2012-2015 as a priority scheme. Potential Effects The WAL will remove a significant volume of traffic, including HCVs from residential roads in Whakatu and Clive transferring this on to Pakowhai Road which is predominantly rural in nature. Without the WAL the existing intersections of Ruahapia Road and Pakowhai Road, SH2 and Pakowhai Road, Pilcher Road and SH2 and Station Road East onto SH2 will experience deteriorating Levels of Service (LoS). By 2025 these LoS are expected to drop to E, E, D and F respectively in the evening peak hour. The provision of the WAL will result in LoS of A and B at these intersections. The closure of Ruahapia Road will necessitate detours of up to 2.6km for residents and business users on the southern end of Ruahapia Road if they wish to travel towards Napier using Pakowhai Road. Assessments Undertaken The Heretaunga Plains Traffic Model has been used to model and determine deficiencies in the current roading network and to identify options for the WAL route that can resolve those deficiencies. The modelling work is based on 2006 Census data. The existing crash rates have been obtained from the national CAS crash data base and traffic models from the NZ Transport Agency s Economic Evaluation Manual were used to predict the expected crash rate for the WAL. GHD Report for Hastings District Council - Whakatu Arterial Link, 51/31468/00 i
Results of Assessments The Transportation Assessment has shown the WAL meets the strategies of the regional and local councils to encourage the use of the Hawke s Bay Expressway and remove heavy vehicles from Marine Parade. The WAL aligns with national and regional policy on promoting economic growth and improving road safety. Results of traffic modelling has shown that the WAL will reduce traffic on SH2 by up to 3,750 vehicles per day in 2026. The level of service on the network will raise from a range of A to F to one of A to B as congestion will be relieved by the WAL. The WAL will be designed to current standards and will provide for cyclists. The WAL will directly and indirectly address safety issues at 3 of New Zealands top 100 high risk intersections. The crash rate is expected to fall by around 2.8 crashes per year on the wider roading network that will be affected by the WAL. For local residents and businesses to the west of the WAL route the closure of the Ruahapia Road level railway crossing will result in a detour length of up to 2.6 km if they wish to travel towards Napier using Pakowhai Road but as the WAL will remove peak hour delays this will result in shorter overall peak hour journey times. Pedestrians and cyclists will be able to use the existing cycleway bridge over the Karamu Stream to the WAL as an alternative route. Traffic modelling and economic evaluation work has shown the WAL to have a BCR of 5.5 for a construction start in 2014. Suggested approach for effects identified The Transportation Assessment has identified positive effects and recommends the construction of the WAL to reduce road crashes and improve the environment for residents and tourists along Railway Road, SH2 and Napier s Marine Parade, in addition to providing an efficient link for freight to the Port of Napier. The project will however result in detours of up to 2.6 kilometres for a number of properties to the west of Ruahapia Road due to the proposed closing of a level railway crossing on Ruahapia Road. This is not expected to increase travel time unduly. ii GHD Whakatu Arterial Link Transportation Assessment
Table of contents Executive Summary... i Purpose... i Potential Effects... i Assessments Undertaken... i Results of Assessments... ii Suggested approach for effects identified... ii 1. Introduction... 5 1.1 Introduction to the Scheme... 5 1.2 Background... 5 1.3 Notice of Requirement and Designation of Route... 6 2. Description of Proposal... 7 3. Policy... 8 3.1 National Context... 8 3.2 Regional and District Context... 9 4. Existing Traffic Conditions... 10 4.1 The Whakatu Area... 10 4.2 Routes between Whakatu and Port of Napier... 10 5. Heretaunga Plains Transportation Study and Cube Model... 12 5.1 Heretaunga Plains Transportation Study... 12 5.2 The Heretaunga Plains Transportation Model... 13 5.3 WAL Problem Definition... 13 5.4 Selection of Route Options... 15 5.5 Whakatu Road Intersection Options... 17 6. Impact of WAL... 19 7. Crash Analysis... 21 7.2 Crash Rate Prediction... 21 7.3 Road Safety... 23 8. Economic Evaluation... 25 9. Cyclists and Pedestrians... 26 9.1 Cycle Ways... 26 10. Bus Services... 26 11. Rail Transport... 26 12. Effects On Properties... 27 12.1 Ruahapia Road Closures... 27 12.2 Apollo Pac... 28 12.3 Property and Land Acquisitions... 28 13. Conclusion... 30 GHD Report for Hastings District Council - Whakatu Arterial Link, 51/31468/00 iii
14. Basis of Report... 30 Table index Table 1 Pakowhai Road North East of WAL - Traffic Flow Trends (ADT)... 11 Table 2 Deficiency Plots - Hourly Vehicle Flows Per Lane... 14 Table 3 Deficiency Plots Average Intersection Approach Delay... 14 Table 4 - Deficiencies in Do Minimum Network... 14 Table 5 Do Minimum and Project 2026 ADTs (rounded to nearest 250vpd)... 19 Table 6 WAL Levels of Service on Surrounding Network... 20 Table 7 Predicted Crash Rates - Midblock... 22 Table 8 Predicted Crash Rates - Intersections... 23 Table 9 Predicted Crash Rates (Total)... 23 Table 10 Accident Cost Summary... 23 Table 11 Option W10A - Benefit Cost Ratio... 25 Table 12: Summary of Total Land Requirements... 28 Figure index Figure 1 Route Alignment... 7 Figure 2: Route options identified in the HPTS... 16 Figure 3 Crash History on Road Network... 21 Figure 4 Area of Crash Study... 22 Figure 5 Ruahapia Road Detour Routes... 27 Appendices Appendix A HPTS Model - Traffic Flows Appendix B HPTS Model - Deficiency Plots Appendix C Economic Evaluation Worksheets Appendix D 38 Whakatu Road layout plan iv GHD Whakatu Arterial Link Transportation Assessment
1. Introduction 1.1 Introduction to the Scheme This Transportation Assessment describes how the proposed Whakatu Arterial Link (WAL) aligns with transport policy, its effects on the roading network and road users, and access arrangements to properties. An overview of the process of selection of the proposed alignment and the results of an economic evaluation to determine the economic viability of the WAL are also covered in this Transportation Assessment. The WAL will achieve a number of objectives, by providing a heavy vehicle route for freight between the Whakatu Industrial Area and the Port of Napier via Pakowhai Road to the Hawke s Bay Expressway (the Expressway). It will also provide improved access for individuals and freight to and from the wider Hawke s Bay Region and further afield. The WAL will encourage traffic, particularly heavy commercial vehicles, to use the Expressway to travel between Whakatu and the Port of Napier rather than travel through the residential areas of Whakatu, Clive and along the Napier s Marine Parade. In addition it will provide convenient, efficient and safe access between Havelock North, the Hawke s Bay Airport and Napier s north western employment and residential areas. Construction of the project is expected to take around 18 months (or two construction seasons) with works carried out concurrently at various locations to optimise the construction process while seeking to minimise disruption to existing road users, land owners and the local community. This Transportation Assessment has been undertaken for the WAL as described in the Whakatu Arterial Project Description prepared by GHD (GHD 2014a). 1.2 Background 1.2.1 Proposal Development In 2002 the Hawkes Bay Regional Council, the NZ Transport Agency, Hastings District Council (the Council) and Napier City Council commissioned a transport study of the Heretaunga Plains Area. This study, referred to as the 2004 Heretaunga Plains Transportation Study, identified the need for improved access between Whakatu and the Port of Napier. Since this study, the Government policy directives have been issued with a greater focus on growth and economic development. This resulted in a need to revise the study to take account of current Government policy. In 2009 the NZ Transport Agency, along with the regional and district councils, commissioned the 2009 study, an update of the 2004 study using revised land use and growth forecasts in addition to the construction of a traffic model. The aim of the study is to: ensure that people and goods are moved to and from and with the study area with the least cost and for the most benefit to the region s economy while enhancing its social and cultural fabric and environmental condition. The 2009 Study confirmed the need for improved connectivity from Whakatu to Pakowhai Road and considered three route options for the WAL.. 1.2.2 Enquiry by Design Process An Enquiry by Design (EBD) process was used by the Council to refine and determine the route options for the WAL based on a wider appreciation of values and impacts. The EBD process GHD Whakatu Arterial Link Transportation Assessment 5
was a collaborative, community driven design process to explore and test different design and development ideas and options based on a comprehensive understanding of local issues, opportunities and constraints. A working group was established for the process involving community members, Council staff and consultants. The overall objective of this working group was to develop the WAL from an initial concept to a preferred route option ready for consideration by the full Council. The current proposal is a direct result of this consultative EBD process. The EBD process is fully explained in the Alternatives Assessment Report (EMS 2014b) 1.3 Notice of Requirement and Designation of Route An application for a Notice of Requirement for the land along the WAL route to be designated as a public road is to be submitted to the Council, together with a number of regional consent application submitted to the Hawke s Bay Regional Council. This Transportation Assessment forms part of the application and associated Assessment of Environmental Effects (AEE). 6 GHD Whakatu Arterial Link Transportation Assessment
2. Description of Proposal The proposed WAL is described in detail in the Project Description (GHD 2014a) and this transportation assessment has been conducted on the basis of the project as defined in that document. The proposed route for the WAL is approximately 3,500m long and is orientated in a general north-west/south-east direction, extending from the west at Pakowhai Road near the closed off Rangitane Road through to the intersection of SH2 with Napier Road to the east (refer to Figure 1). The WAL will cross the Karamu Stream via a new bridge to be constructed approximately 450 metres east of Pakowhai Road and from there will continue on the northern side of this stream. The WAL intersects with one local road, Whakatu Road, with which there will be a roundabout intersection to provide connectivity to the Whakatu industrial area. Figure 1 Route Alignment The WAL will function as a District Arterial Road based on the Hastings District Plan classification criteria. It will have a two lane carriageway with a total construction footprint width of between 30 metres and 80 metres at the intersection approaches. GHD Whakatu Arterial Link Transportation Assessment 7
3. Policy The WAL aligns with the policies of National, Regional and Local Government as described below. This ensures that the WAL will be eligible for funding enabling the successful delivery of the project. 3.1 National Context At a national level the WAL project fits within a number of legislative documents, strategic initiatives and Government policy including: Land Transport Management Act 2003 (LTMA); Government Policy on Land Transport Funding (GPS) 2012/13; and New Zealand Transport Strategy (NZTS) 2008. 3.1.1 Land Transport Management Act 2003 The LTMA is the main statute for New Zealand s land transport planning and funding system. The purpose of the LTMA is to contribute to the aim of achieving an affordable, integrated, safe, responsive and sustainable land transport system. It also sets out five key transport objectives of: Assisting economic development (improving trip reliability and reducing journey times on critical routes); Assisting safety and personal security (reducing deaths and serious injuries as a result of road crashes); Improving access and mobility (increasing mode share of public transport, walking and cycling and other active modes); Protecting and promoting public health (reducing the number of people exposed to health endangering levels of noise and air pollution); and Ensuring environmental sustainability (reducing the use of non-renewable resources and carbon emissions). The LTMA provides for three national level planning documents including the National Land Transport Strategy and the GPS to guide land transport planning and investment, and the National Land Transport Programme which is an operational document prepared by the NZ Transport Agency. At a regional level, the LTMA requires Regional Land Transport Strategies and Regional Land Transport Programmes. A National Land Transport Strategy has never been issued. The previous government however issued the NZTS, which was last updated in 2008 to replace the original strategy published in 2002. The NZTS is non-statutory but has formed the context for the development of the GPS on Land Transport Funding. It sets the direction for the transport sector until 2040, by setting out targets under the five transport objectives listed in the LTMA. 3.1.2 New Zealand Transport Strategy 2008 The key aims of the NZTS relative to the WAL are: People and freight in New Zealand have access to an affordable, integrated, safe, responsive and sustainable transport system ; 8 GHD Whakatu Arterial Link Transportation Assessment
Assisting economic development (improve reliability of journey times and reduce average journey times); Improving access and mobility (Increase walking and cycling); and Assisting safety and personal security (reduce road deaths and serious injuries). The WAL is consistent with all of these aims, including in that it provides access for freight transport and provides for pedestrians and cyclists and is expected to reduce the crash rate. 3.1.3 Government Policy Statement on Land Transport Funding (2012/13) The key aim of the GPS is to enable national economic growth and productivity through an effective, efficient, safe, secure, accessible and resilient transport system that supports the growth of our country s economy in order to deliver greater prosperity, security and opportunities for all New Zealanders. A network of priority roads that will improve journey time and reliability, and ease severe congestion, boosting the growth potential of key economic areas and improving transport efficiency, road safety and access to markets. Sea and air ports that are linked to transport network for movement of freight. The Policy Statement has Focus Areas, amongst others, on: economic growth and productivity; value for money; and road safety. The WAL supports the above three focus areas by providing an improved link between an industrial area and an international port. An economic evaluation has been undertaken showing the WAL will provide value for money and the replacement of existing intersections with safer roundabouts and improved infrastructure which is expected to improve road safety. 3.1.4 New Zealand Road Safety Strategy 2020 The aim of this strategy is A safe road system that is increasingly free of road deaths and serious injuries. The design of the WAL to current road safety design standards will help towards the provision in the strategy of creating Safer roads and roadsides. The contribution made by the WAL to this objective is discussed further in part 7 of this report. 3.2 Regional and District Context 3.2.1 Regional Land Transport Strategy and Programme The Hawke s Bay Regional Council s Regional Land Transport Strategy 2012-2042 has the vision and aim of: Our people are able to move around an integrated, safe, sustainable, resilient and safe transport network that enhances our economy and maintains our environment, health and lifestyle choices, and connects us to each other, the rest of New Zealand and the world. The Regional Land Transport Programme for 2012-2015 identifies the WAL as the top priority project for the region. 3.2.2 Hastings District Council Long Term Plan 2012/22 The Hastings District Council s Long Term Plan 2012/22 sets out the Council s plans and spending with one of the key aims being efficient movement of goods related to the WAL. The WAL forms one of the key actions of this Long Term Plan. GHD Whakatu Arterial Link Transportation Assessment 9
4. Existing Traffic Conditions 4.1 The Whakatu Area Whakatu lies to the north east of Hastings and consists of a large industrial area with a smaller residential area to the south-east, bordering SH2. The settlement lies within the District of Hastings. 4.1.1 Residential Area The main residential streets of Whakatu are: Railway Road; Station Street East; and Buckingham Street. Railway Road provides access to a mixture of residential and industrial activities and it forms a convenient route for heavy traffic travelling from the Whakatu Industrial Area to the Port of Napier. There are therefore safety issues associated with heavy traffic driving through a residential area. 4.1.2 Industrial Area To the north-west of the residential area is the main industrial area served by the following roads: Anderson Road; Johnston Way; Rangitane Road; Railway Road (mixed residential); and Whakatu Road. The main distributor roads to the Industrial Area are Anderson Road and Whakatu Road, which leads to Ruahapia Road, from where the Expressway can be reached via Pakowhai Road. 4.2 Routes between Whakatu and Port of Napier There are two routes from the Whakatu Industrial Area to the Port of Napier along either: Railway Road and onto SH2 via Clive and Napier s Marine Parade; or Ruahapia Road then Pakowhai Road and the Expressway. 4.2.1 Railway Road and SH2 Route As mentioned above, Railway Road is a mix of residential and industrial properties and the routing of heavy traffic past residential areas is far from ideal. Further east, SH2 passes through Clive which has a number of residential properties along with leisure facilities (swimming pool and sports grounds) fronting it. Within Napier the route HCVs take to reach the Port of Napier is along Marine Parade which is one of the main residential and tourist streets of Napier. This is also the main beach front with pedestrians frequently crossing from hotels and car parking areas to and from the beach. There are also numerous children s attractions along Marine Parade. The use of this road by HCVs is not therefore conducive to the image of a tourist area or the safety of a beachfront environment. 10 GHD Whakatu Arterial Link Transportation Assessment
4.2.2 Pakowhai Road and Expressway Route The route from Whakatu to the Expressway is predominantly through agricultural and horticultural land, although there is sporadic residential development on the route. These residential sections are much more spacious and less dense than the more tightly spaced sections in Whakatu. There is much less roadside activity and children are seldom, if at all, seen playing on the roadside. The route via Ruahapia Road and Pakowhai Road requires the negotiation of two priority controlled intersections, where giving way to the priority route is required, in addition to the traffic signal intersection at the Expressway. Whilst the Level of Service (LOS) at these intersections is generally acceptable outside of peak hours the cumulative effect of a series of small delays (i.e. giving way to other traffic) at each intersection discourages heavy vehicles from using this route. During peak periods there are traffic delays turning into Ruahapia Road and Pakowhai Road which further discourages HCV drivers from using this route. 4.2.3 Traffic Flows Traffic flows for 2009 and a design year of 2026 have been modelled and are shown in Appendix A. A description of the traffic model is provided in Section 5. Pakowhai Road North of WAL The opening of the Hawke s Bay Expressway to the southwest of Pakowhai Road in the late 1990 s has led to a significant reduction of traffic on Pakowhai Road. Traffic count data showing traffic flows on Pakowhai Road north of Farndon Road before completion of the Expressway and after opening together with current traffic flows are shown in Table 1 Description Count Date ADT (vpd) Before Expressway completed 20/11/1993 12,801 After completion of Expressway 20/09/1999 9,000 Current Traffic Flow 15/07/2013 8,475 Table 1 Pakowhai Road North East of WAL - Traffic Flow Trends (ADT) The recorded 12,801 vehicles per day along Pakowhai Road in 1993 dropped to 9,000 vehicles a day after the opening of the Expressway. Traffic counts in July 2013 show that traffic flows have not increased. GHD Whakatu Arterial Link Transportation Assessment 11
5. Heretaunga Plains Transportation Study and Cube Model 5.1 Heretaunga Plains Transportation Study 5.1.1 Purpose and History The Heretaunga Plains Transportation Study of 2004 was commissioned in 2002 however the LTMA and subsequent government Policies led to the study becoming poorly aligned with newer policy requirements. To provide a current development strategy the Heretaunga Plains Urban Development Strategic Study (HPUDS) has been undertaken by the regional and local councils to formulate sustainable development proposals for land use and infrastructure on the Heretaunga Plains from around 2020 to at least 2045. As part of the longer term HPUDS, and to bring the HPTS of 2004 up to date, the 2009 Heretaunga Plains Transportation Study (HPTS) was completed. The aim of the study was to: ensure that people and goods are moved to, from and within the study area with the least cost and for the most benefit to the region s economy while enhancing its social and cultural fabric and environmental condition. The 2009 HPTS has the primary objective of showing how future travel demand arising through development predicted to result from the strategies of Hastings District and Napier City Councils can be met and to provide transportation predictions required for the development of the HPUDS. The objectives above are achieved through identifying deficiencies in the transport network and finding solutions that will provide for the medium and long term needs of the community. The 2009 HPTS also provides: evidence based data and analysis that can support funding applications for investment in the roading infrastructure; recommendations on long term form of the transport network and programme of forward works; and prioritised programmes to ensure economic efficiency of the network. The HPTS was formally adopted by Hastings District Council in April 2012. 5.1.2 Methodology of Study The study was undertaken in three stages: Construction of a four stage traffic model; Converting future land use forecasts into the traffic model zones; and Forecasting future traffic flows, identifying deficiencies and assessing alternative roading schemes. 5.1.3 Stakeholder Consultation and Outcomes Stakeholders including key industries and producers, along with the Port Of Napier, were consulted during the study. One of the key themes generated from the stakeholder consultation 12 GHD Whakatu Arterial Link Transportation Assessment
was that Marine Parade is an important residential and tourist corridor and correspondingly HCVs need to be moved on to the Expressway to access the Port of Napier. 5.1.4 Further Information A full description of the 2009 HTPS is provided in the GHD report Heretaunga Plains Transportation Study, Study Report, Final February 2012. 5.2 The Heretaunga Plains Transportation Model 5.2.1 Model Description The core element of the 2009 HPTS is the transportation model used to provide the predictions of the transportation effects of the projected development and related traffic scenarios. The 2009 HPTS has been developed using a CUBE software platform which covers both TRIPS and VOYGER traffic modelling software. The 2009 HPTS CUBE traffic model has been developed using 2006 Census data along with trip rate generation formula that covers all transport modes including rail and walking. Current information on the road network and land development characteristics has been used to update earlier inputs in the original model into the 2009 model. The model is a four staged model consisting of the following stages: Trip Generation; Trip Distribution; Mode Split; and Assignment. The model is detailed with 366 internal traffic zones covering the Hastings District and Napier City Council areas and the trip generation is based on land use activities within each zone. Trip distribution is undertaken using a gravity model based on cost of travel and flow between zones. The mode split for walking and cycling is based on probability and travel distance whilst for bus patronage no change has been assumed. The assignment is undertaken with an incremental procedure until convergence is reached between route assignments. A full description of the development of the HPTS CUBE traffic model is provided in the GHD Heretaunga Plains Transportation Model Calibration Report of December 2010. 5.2.2 Time Periods Modelled The model estimated hourly flows from land use data for the morning and evening peak hours and a representative off peak weekday hour. Factors were used to convert these hourly flows to daily flows. The modelled traffic flows for the existing and proposed road networks are shown in Appendix A. 5.3 WAL Problem Definition 5.3.1 Deficiency Analysis Levels of Service The HPTS CUBE traffic model was used to determine the LOS on the existing network (without the WAL) for the years 2009, 2026 and 2046. The speed limits on the surrounding roading network have recently been reduced to 80 km/h and this has been taken into account in the modelling work to calculate the capacities for the Do Minimum network (referred to as DA ). GHD Whakatu Arterial Link Transportation Assessment 13
The LOS has been calculated for both links and intersections based on a Highways Construction Manual (HCM) average level of service. As the (HCM) LOS is dependent on the road terrain, directional split, percentage of heavy vehicles and lane width, some typical values were used to determine the volumes at which the LOS conditions change. Furthermore, the HCM only provides LOS criteria based on traffic volumes for non-urban roads. Therefore the volumes for urban roads have been derived based on the 2004 HPTS and other urban network LOS criteria. The plots provided in Appendix B are colour coded based on the approximate LOS and traffic volumes, as tabulated below: Table 2 Deficiency Plots - Hourly Vehicle Flows Per Lane Link colour LOS 100 kph 80 kph 50 kph Grey A, B < 500 vph < 500 vph < 430 vph Green C 500-800 vph 500-800 vph 430-650 vph Blue D 800-1450 vph 800-1200 vph 650-950 vph Red E and above Over 1450 vph Over 1200 vph Over 950 vph The LOS for the intersections has been prepared based on the average delay on each approach of an intersection. As the model is a strategic model, the output intersection delays are not as accurate as they would be if the intersections were analysed in specific intersection analysis software, such as Sidra. Table 3 Deficiency Plots Average Intersection Approach Delay Link colour LOS Approach Delay Green B >15 seconds per vehicle Blue C >30 seconds per vehicle Purple D >45 seconds per vehicle Pink E >60 seconds per vehicle Red F >120 seconds per vehicle It should be noted that the corresponding LOS for each flow band is approximate and should be used for comparative purposes only. A level of service of E or F shows a significant capacity or delay problem on the network. 5.3.2 Predicted Deficiencies in Levels of Service The LOS for the existing network with the recent 80km/h speed limits and potential restrictions preventing HCV access along Farndon Road have been calculated from running the HPTS traffic model for 2009 and 2026. The results of the LOS calculations at key intersections are shown in the table below. This shows the level of service on the approach arm (column 1 of the table) which has to give way the priority (main) road (shown in column 2 of the table). The LOS have been shown for intersection approaches as these LOS are lower than the LOS on the links between (and away from) the intersections. Printouts of the model runs showing the full network in the vicinity of the route of the WAL are provided in Appendix B. Table 4 - Deficiencies in Do Minimum Network Intersection Approach Road Whakatu Road Entering priority road: Ruahapia Road 2009 2026 AM PM AM PM B C C E 14 GHD Whakatu Arterial Link Transportation Assessment
Intersection Approach Road Ruahapia Road Entering priority road: Pakowhai Road 2009 2026 AM PM AM PM B B B E Ruahapia Road SH2 B C B C Pilcher Road SH2 B C D D Station Road East SH2 B D B F This modelling output for 2009 base year has been confirmed by on site observations of traffic queues on all the above approaches. The above table shows that if no roading improvements are undertaken there will be significant delays on the roading network by 2026. 5.3.3 Traffic Routing The 2004 HPTS identified the need for improved connectivity from Whakatu to Pakowhai Road as the current access from the Whakatu industrial area to Pakowhai Road is poor and by default promotes the use of SH2 and Marine Parade for commercial traffic from the industrial estate to reach the Port of Napier. The use of SH2 as a route to the port is contrary to the aims of the study in taking heavy traffic away from Napier s Marine Parade and therefore improved access to Pakowhai Road is identified in the study. 5.3.4 Further Development Hastings District Council has also identified the Tomoana-Whakatu corridor as an area for future industrial growth to be developed in stages over the next 20 years. This development will lead to extra commercial traffic between Whakatu and the Port of Napier, exacerbating the current situation. 5.4 Selection of Route Options 5.4.1 2004 HPTS Options The 2004 study identified two potential options: Alignment A: a new link from Anderson Road to Pakowhai Road at its intersection with Anderson Road; and Alignment B: a new link as above but also continuing southwards to SH2 providing connectivity to Hastings and Havelock North. The 2004 Study recommended Alignment B as it served both Whakatu and Havelock North traffic. Following further economic analysis at the time, this scheme was shown to not be needed due to the then proposed Northern Arterial. 5.4.2 2009 HPTS Options The 2009 HPTS considered three options, (referred to as Options 22, 23 and 24), for an improved link between Whakatu and Pakowhai Road to improve access for freight from the growing industrial area at Whakatu along the Expressway to the Port of Napier. These options are shown in Figure 2. The three options considered in the 2009 Study were: Option 22: An improved route from Havelock North along St Georges Road then onto a new link road crossing SH2 and joining the northern half of Ruahapia Road and up to GHD Whakatu Arterial Link Transportation Assessment 15
Pakowhai Road. New roundabout intersections at SH2 and Pakowhai Road intersections would be provided; Option 23: A link from Pakowhai Road along Ruahapia Road and then across the golf course to SH2 with a bridge across Karamu Stream; and Option 24: A new link from the Pakowhai Road and Farndon Road intersection running east of the Karamu Stream to the intersection of SH2 and Napier Road. The three options were evaluated against economic and environmental factors. Option 24 formed the basis of the WAL. Option 24 (indicated in yellow in Figure 2 below) was ultimately identified in the HPTS as the preferred option because it provides the most direct route between the SH2, the Napier Road roundabout and Pakowhai Road than the alternatives, being more attractive for traffic from Havelock North and more closely aligned with the strategic objectives of the arterial route. Figure 2: Route options identified in the HPTS The traffic modelling in the 2009 HPTS showed that Option 24 would also be the most effective at diverting traffic off SH2 with an estimated 2,200 vehicle per day (vpd) diverting onto the Expressway whilst the other two options were estimated at only around 1,500vpd diverting off the SH2 route. An economic evaluation of the options undertaken as part of the HPTS showed that Option 24 had a BCR of 5.1 compared to 4.5 and 5.2 for Options 22 and 23 respectively. 1 Option 23 is a cheaper option than Option 24 however as a consequence it also delivers fewer benefits. Although Option 23 costs $2.5M less it also delivers $5.1 less in benefits than Option 24 hence 1 HBRC Heretaunga Plains Transportation Study, Study Report, February 2013, Table 66. 16 GHD Whakatu Arterial Link Transportation Assessment
Option 24 selected as the most effective option, delivering greater benefits despite its nominally lower BCR than Option 23. The 2009 HPTS identified the Whakatu Arterial as a priority project for the short term (2012-2017) HBRC transport programme. 5.4.3 Enquiry by Design Process An Enquiry by Design process was initiated by the Council in 2012 to confirm a preferred route for the WAL based on a broader analysis of environmental, cultural, economic and social considerations. The recommended route developed by this process was ultimately similar to Option 24. This alignment was adopted by Council and proceeded to detailed design. This process is fully explained in the Alternatives Assessment Report (EMS 2014b) 5.5 Whakatu Road Intersection Options During detailed design, a number of further sub-options concerning the route of Whakatu Road and level crossing closure were considered. In total seven options were investigated to understand the traffic effects of level crossing closures and turning restrictions on the WAL and surrounding network. The options investigated were: Option W1 left-in and out plus right-out at Whakatu Road West, left-in and out at Whakatu Road East, Anderson Road level crossing closed; Option W2 left-in and out plus right-out at Whakatu Road West, left-in and out at Whakatu Road East, Anderson Road level crossing open; Option W3 left-in and out plus right-out at Whakatu Road West, all movements at Whakatu Road East, Anderson Road level crossing closed; Option W4 left-in and out at Whakatu Road West, all movements at Whakatu Road East, Anderson Road level crossing closed; Option W5 Whakatu Road West closed, left-in and out at Whakatu Road East, Anderson Road level crossing open, Ruahapia Road level crossing closed; Option W6 Whakatu Road West closed, all movements at Whakatu Road East, Anderson Road level crossing open, Ruahapia Road level crossing closed; and Option W7 - Whakatu Arterial - Whakatu/Anderson Open, 80 km/h Speed limit on Pakowhai Road. Option W10A Whakatu Arterial Whakatu/Anderson Open, Ruahapia Road level crossing closed, roundabout intersection of Whakatu Road and WAL (no Anderson Rd Link Road to WAL). The options with Anderson Road being closed at the level crossing were discounted (W1, W3, and W4) along with options W6 and W7. An economic evaluation was undertaken on options W2 and W5 which produced BCRs of 2.8 and 3.0 respectively. Option W5 was further developed into seven sub-options to take account of the Council s traffic proposals for the area. These seven proposals were: a. 80km/h speed limit zones being implemented and HCV weight restrictions on Farndon Road Bridge; b. As for proposal a above but with an additional 80km/h speed limit introduced on SH2 between Clive and Napier; GHD Whakatu Arterial Link Transportation Assessment 17
c. As for proposal b above but no weight restriction on Farndon Road; d. No 80 km/h speed limit zones but with Farndon Road weight restrictions and 80 km/h speed limit between Clive and Napier on SH2; e. 80 km/h speed limit zone only, no other restrictions; f. Farndon Road Bridge weight restrictions only, no other restrictions; and g. 80 km/h speed limit between Clive and Napier on SH2, no other restrictions. Having considered the network options, scenario a was selected as the preferred traffic measures. Option W5 was then developed into Option 5A in the modelling and cost benefit analysis taking account of the proposed traffic restrictions in a above. During further consultations a further option, Option W10A, was introduced. This option is similar to Option 5A except that in place of the roundabout with a link road from Anderson Road, a roundabout at the intersection of the WAL and Whakatu Road would be provided without any extension of Anderson Road. Revised modelling and cost benefit analysis has been undertaken for this option. The economic evaluation for this current option, W10A provides a BCR of 5.5. 18 GHD Whakatu Arterial Link Transportation Assessment
6. Impact of WAL The HPTS Cube traffic model has been used to predict the changes in traffic flows on the surrounding roading network for the year 2026 and these are shown in Table 5 below. The Do Minimum option is the existing roading network with no major schemes in the vicinity other than routine maintenance and minor works. The Project column shows the traffic flows with the WAL open and the final column shows the difference in traffic levels for each of the routes. Table 5 Do Minimum and Project 2026 ADTs (rounded to nearest 250vpd) Road and location Do Min Project Change Whakatu Arterial (southern end) - 9,750 +9,750 Whakatu Arterial (northern end) - 16,750 +16,750 Ruahapia Road (southern end) 3,000 500-2,500 Ruahapia Road (northern end) 10,500 - -10,500 Elwood Road (southern end) 6,750 3,000-3,750 Elwood Road (northern end) 5,500 4,000-1,500 Otene Road 2,250 1,000-1,250 Anderson Road 10,500 5,250-5,250 Railway Road (through Whakatu) 3,000 2,000-1,000 Pakowhai Road (north of Farndon Road) 9,000 10,750 +1,750 Pakowhai Road (south of Whakatu Arterial) 13,000 15,750 +2,750 Karamu Road (south of Whakatu Arterial) 18,750 17,500-1,250 SH2 (north of Whakatu Arterial) 16,500 12,750-3,750 SH2 (north of Clive) 16,250 15,500-750 Napier Road (south of SH2) 4,000 6,000 +2,000 St Georges Road 5,500 3,750-1,750 Note: Values rounded to nearest 250 vehicles. 6.1.1 Effects of Change in Traffic Flows Table 5 shows that there will be a reduction of around a 750 vpd on SH2 north of Clive in 2026, including a proportion of HCVs which currently have adverse environmental effects on the residential areas of Clive and Napier s Marine Parade. There will also be significant traffic reductions on Otene Road and Elwood Road on the Hastings side of the WAL. Increases in traffic flows will occur on Napier Road (2,000 vpd) to and from Havelock North. This increase in traffic will be compensated for by less traffic using the more circuitous St Georges Road in Hastings to reach Havelock North. GHD Whakatu Arterial Link Transportation Assessment 19
Pakowhai Road The current traffic count data (July 2013) reveals 8,500 vpd along the northern end of Pakowhai Road which with the predicted increase of 1,750 vpd from the traffic model will bring traffic flows to around 10,250 vpd. This is well below the 12,800 vpd previously experienced along the northern section of Pakowhai Road before completion of the Expressway (refer to Table 1, Section 4.2.3). 6.1.2 Impact on Levels of Service The HPTS traffic model was also run to predict the LOS in 2026 on the roading network with the WAL in place. The results of this modelling work on key links in the roading network shown in Table 4 are shown in Table 6 below. Table 6 also shows, for comparison purposes, the theoretical impact of levels of service had the WAL been completed in the base year of 2009. Table 6 WAL Levels of Service on Surrounding Network Road Approach to 2009 2026 AM PM AM PM Anderson Road Ruahapia Road A A A A Ruahapia Road Pakowhai Road A A A A Ruahapia Road SH2 A A A A Pilcher Road SH2 A A A A Station Road East SH2 A B A B Whilst not listed in Table 5, the LOS for the WAL is A. Traffic flow diagrams with levels of service for the roading network in the vicinity of (and including) the WAL are shown in Appendix B. Compared to Table 4 showing the Do Minimum LOS, the WAL significantly improves the operation of the network with the LOS for traffic formerly using Ruahapia and Whakatu Roads enjoying a LOS of A on the network in 2026. 20 GHD Whakatu Arterial Link Transportation Assessment
7. Crash Analysis 7.1.1 Crash Records With the exception of three intersections that are in the NZTA s list of top 100 crash sites (refer Section 7.3) the remainder of the network around Whakatu, as illustrated in Figure 4 below, has a good safety record with below average crash rates. In 2012 there were 36 recorded road crashes in the Whakatu area; fortunately none of these resulted in any deaths. The crash rates for the six year period to 2012 are shown in Figure 3. Figure 3 Crash History on Road Network Whakatu Network Whakatu (1 Arterial Oct 2007 [1 Oct to 2007-30 30 Sep Sept 2012) 2012] 105 100 95 90 85 80 75 70 Number of Crashes 65 60 55 50 45 40 35 30 25 20 15 10 5 0 2007 2008 2009 2010 2011 2012 Fatal Crashes Serious Injury Minor injury Non Injury 7.2 Crash Rate Prediction The opening of the WAL will result in a change in traffic flows which will affect the current crash rates on the existing road network. The expected crash rates have been calculated for the network, with and without the WAL, by obtaining traffic flows from the HPTS traffic model and using crash prediction models from Appendix A6 of the NZ Transport Agency s Economic Evaluation Manual 2. Output from a refined HPTS traffic model was used to analyse annual average daily traffic (ADT) flow data and determine the key links and intersections where the most significant change in traffic volumes on the network will occur in the key years of 2009, 2026 and 2046. In order to focus on the major accident savings, only those links that experience a 10% or greater change in volumes have been captured in the assessment. A minimum ADT threshold of 500 vpd was also applied to the selection criteria to put a sensible limit on the number of links and intersections analysed. 2 The typical mid-block crash rates were compared with the reported accident history for the five year period 2008 to 2012, and were adjusted to better represent observed crash rates when calculating overall accident costs. GHD Whakatu Arterial Link Transportation Assessment 21
Overall, 22 intersections and 34 mid-block sections were analysed totalling approximately 60 km of road. The level railway crossings at Elwood Road, Ruahapia Road and Whakatu Road were also included. The area of influence is shown in Figure 4. Figure 4 Area of Crash Study Napier Hastings Havelock North The results of the crash prediction analysis are summarised in Table 9 which shows the annual crash rates within the area of influence of the WAL. This network only includes key links affected by the WAL and is for a much smaller road length than that used for Figure 3 and hence the crash volumes are respectively lower. Table 7 Predicted Crash Rates - Midblock Option 2009 2026 2046 Do Minimum 13.7 17.2 19.7 Midblock Project Midblock 12.4 16.2 18.9 22 GHD Whakatu Arterial Link Transportation Assessment
Table 8 Predicted Crash Rates - Intersections Option 2009 2026 2046 Do Minimum 4.1 4.5 4.8 Intersections Project Intersections 2.3 2.7 2.9 Table 9 Predicted Crash Rates (Total) Option 2009 2026 2046 Do Minimum 17.8 21.7 24.5 Project 14.7 18.9 21.8 Difference -3.1-2.8-2.7 This shows a reduction of around 2.8 crashes on average per year over the sections of roading network that will experience changes in traffic flows as a result of the WAL. By applying the Economic Evaluation Manual (EEM) crash costs the economic value of the crash rates have been calculated in Table 10. Table 10 Accident Cost Summary Accident Do Minimum Project costs 2009 2026 2046 2009 2026 2046 Mid-Block $7.11M $8.96M $10.26M $6.35.M $8.34M $9.72M Intersections $2.66M $2.92M $3.15M $1.77M $2.01M $2.17M Total $9.77M $11.88M $13.41M $8.12M $10.35M $11.89M Mid-block crash savings mainly accrue from a significant amount of traffic transferring from local roads onto the safer arterial. The introduction of safer intersection controls (e.g. roundabouts) for traffic travelling to and from the Whakatu Industrial Area also results in positive safety benefits. 7.3 Road Safety The WAL, corresponding intersections and associated link alterations are designed in accordance with Austroads, NZ Transport Agency and Hastings District Council s standards and guidelines. These design requirements will ensure that there are sufficient sight lines at the intersections and full stopping sight distance along the arterial link road to ensure the safety of all road users. Road alignment will be such that the road is self-explaining with no hidden or unexpected changes in alignment or curves that are inadequate for the posted speed limit. Landscaping at the intersections and around curves will be managed to avoid conflict with intersection and stopping sight distances. As outlined in the previous section this is expected to reduce the overall crash rate on the road network as a whole. GHD Whakatu Arterial Link Transportation Assessment 23
It should be noted that in March 2014 the NZ Transport Agency released a list of the top 100 high risk intersections in New Zealand based on the 10 year crash history (2003 2012). Three intersections that were listed will have improvements either directly or indirectly as a result of the WAL. The three intersections in question are: 1. SH50 (Napier Hastings Expressway)/SH50 Links Road (No. 19 with 19 injury crashes) 2. Pakowhai Road/Ruahapia Road (No. 58 with 13 injury crashes) 3. SH2/Napier Road (No. 79 with 15 injury crashes) The construction of the WAL will facilitate (as a later project funded by NZTA) the SH50/SH50 Links Road intersection upgrade which will involve the replacement of the traffic signals with a large diameter roundabout which will reduce the number and severity of crashes. The existing Pakowhai Road/Ruahapia Road intersection will be closed. This intersection is currently a Tee intersection that is beyond capacity in the peak hours and has reduced sight distance due to the geometric layout. The WAL will replace this with a large diameter roundabout at the intersection of the WAL and Pakowhai Road which will significantly improve the level of service and geometric layout which will lead to a reduction in crashes. The SH2/Napier Road intersection, which is currently a Tee intersection, will be replaced with a large diameter roundabout which will improve the level of service and improve the geometric layout which will provide a reduction in crashes. 24 GHD Whakatu Arterial Link Transportation Assessment
8. Economic Evaluation An economic evaluation based on an assessment of travel time, vehicle operating costs and safety has been undertaken in accordance with the NZ Transport Agency s EEM to determine the economic viability of the option. For the evaluation, travel time and vehicle operating costs were estimated for 2009, 2026 and 2046 using outputs from the traffic models. Interpolation techniques were used to determine values for intermediate years. The crash savings were estimated from accident prediction models in the EEM as discussed in the previous section. A discount rate of 6% has been used in the evaluation which covered a 40 year period. Earlier work has used an 8% discount rate over a period of 30 years. The operating costs and benefits of the Do Minimum network (DA as discussed in Section 5.5 ) and the Project network (i.e. with WAL) were calculated and compared to give a Benefit Cost Ratio (BCR) for various construction start dates. A summary of the analysis is given in Table 11. For a 2014 construction start the project has a BCR of 5.5, which shows that the WAL will deliver a good rate of return. Table 11 Option W10A - Benefit Cost Ratio Construction Year 2014 2018 2023 2028 2033 2038 2043 2048 Travel time cost savings $57.8M $51.2M $43.4M $36.5M $30.3M $24.9M $20.3M $16.5M VOC savings $18.7M $16.1M $13.2M $10.7M $8.6M $6.9M $5.5M $4.4M Accident Savings $26.2M $20.5M $15.2M $11.3M $8.4M $6.3M $4.7M $3.5M PV total net benefits $102.7M $87.8M $71.8M $58.5M $47.4M $38.1M $30.5M $24.3M PV total net costs $18.6M $14.8M $11.0M $8.2M $6.2M $4.6M $3.4M $2.6M BCR 5.5 5.9 6.5 7.1 7.7 8.3 8.9 9.5 FYRR 0.22 0.25 0.25 0.25 0.25 0.25 0.25 0.24 BCR (excl accidents) 4.1 4.6 5.1 5.7 6.3 6.9 7.5 8.1 Key to : VOC Vehicle Operating Costs, PV Present Value, and BCR Benefit Cost Ratio The worksheets for the calculation of the BCR are shown in Appendix C. The existing, or Do Minimum network used in the analysis has been revised to include the recent reduction in speed limits to 80 km/h on the surrounding roading network and a potential weight restriction on Farndon Road as discussed in Section 5.5. GHD Whakatu Arterial Link Transportation Assessment 25
9. Cyclists and Pedestrians 9.1 Cycle Ways The WAL crosses the Hastings to Clive cycleway at the proposed railway crossing. An analysis based on the NZ Transport Agency s Pedestrian Planning and Design Guide and Guidelines for the Selection of Pedestrian Crossing Facilities was undertaken. This analysis identified that a form of grade separation would be the most appropriate form of crossing. Given that the WAL will need to accommodate over dimension vehicles the option of an overbridge was deemed inappropriate due to the considerable clearance required which would result in significant ramp lengths to provide access for young or elderly pedestrians and cyclists and to provide wheelchair access. Based on these factors, the installation of an underpass (approximately 60m in length) was deemed the most appropriate facility. The underpass will be lit to appropriate standards and designed to allow sightlines through to address personal security concerns. Over the Karamu Stream bridge, pedestrian and cycle movements are catered for in the footpath and cycleway on the northern side of the proposed bridge. The road shoulders provide space for pedestrians and cyclists along the remainder of the route however it is anticipated that these users will use Ruahapia Road and Whakatu Road along with the Hasting to Clive Cycleway rather than the WAL. It is understood that the Council has plans to promote the use of Ruahapia Road and to provide more off road connections to the adjacent network. 10. Bus Services There are two bus services running in the vicinity of the WAL: Service Number 11 between Hastings and Napier via SH2; and Service Number 12 between Havelock North and Napier, which runs via Pakowhai Road. Service Number 11 only operates during the peak hours whilst Service Number 12 runs daily, running half hourly during weekdays. Currently the buses do not have to give way to traffic at the intersection as they are on the main road, however with the introduction of a roundabout buses will have to give way to traffic on the roundabout which will result in a small delay to each journey. As the roundabouts have been designed to cope with predicted traffic flows there should not be any significant delays to the bus services. 11. Rail Transport The industrial area of Whakatu is well served by the railway network with direct sidings into the larger company premises. There is also a freight yard for loading of freight from companies that do not have a direct siding. Rail services run to Wanganui via Palmerston North where there are connections to rail freight services serving the North and South Islands. The line also serves the Port of Napier to the north. The WAL will also improve connectivity to the Whakatu railway yard for road freight from further afield. To eliminate the potential for an increase in train delays due to incidents with road users at road crossings, the existing railway crossing at Ruahapia Road will be closed when the new railway crossing on the WAL opens. This is fully explained in the Alternatives Assessment Report (EMS 2014b) 26 GHD Whakatu Arterial Link Transportation Assessment
12. Effects On Properties 12.1 Ruahapia Road Closures The closure of Ruahapia Road at the level railway crossing will affect residents and businesses to the south of the railway wishing to travel along Pakowhai Road to the Expressway by motor vehicle. For properties accessed off Ruahapia Road and the north-eastern end of Otene Road the detour route will be along Otene Road, Elwood Road and Pakowhai Road, a total extra length of 2.6km if they are heading towards Pakowhai Road. There is an alternative detour route of travelling along SH2 to the WAL, which from Ruahapia Marae is 4.5 km longer. Motorists from the Whakatu end have a shorter route with the opening of the WAL. The key detour routes are shown in Figure 5 below together with the detour times. Figure 5 Ruahapia Road Detour Routes The properties on Bennett Road and cul-de-sacs leading off it will also be affected by the road closure but the detour route is much shorter at 600 metres additional length, with motorists diverting along Elwood Road to reach Pakowhai Road. There are an estimated 12 residential dwellings accessed off the affected lengths of Ruahapia Road and Otene Road in addition to two Marae and numerous commercial and storage buildings and accesses associated with the agricultural and horticultural fields adjacent to the roads. In addition to field accesses there are a further estimated 50 residential properties and 5 businesses served from Bennett Road that will be subjected to the shorter detour. Whilst the detour will add to journey length, the improvement in LoS in the peak hours will lead to reduced journey times for local traffic affected by the road closure. Currently in the peak hour vehicles can experience up to a 10 minute delay at the intersection of Ruahapia Road and GHD Whakatu Arterial Link Transportation Assessment 27
Pakowhai Road. This will be reduced to less than a minute at the intersection of the WAL and Pakowahi Road. Pedestrians and cyclists currently using the Ruahapia Road level crossing will be able to use the existing cycleway bridge over the Karamu Stream and access the WAL directly. Pedestrian and cycle access will be maintained over the Ruahapia Road level crossing following its closure to vehicular traffic. 12.2 Apollo Pac The WAL passes through the Apollo Pac site which currently has access onto Whakatu Road where the WAL will cross. An alternative access onto Whakatu Road prior to its intersection with the WAL will need to be constructed. HDC is engaged with Apollo Pac to establish the location of this access to ensure that operational requirements are met. 12.3 Property and Land Acquisitions The properties from which land will be required for the construction of the WAL are identified in the Land Requirement Plan in the Notice of Requirement for the WAL (HDC 2014a). Table 12 provides a summary of these landowners. The alignment crosses 14 lots owned by private landowners and the remainder of the land is owned by either HDC, Hawke s Bay Regional Council or the Crown. The proposed access to the severance areas is described in Table 12. Table 12: Summary of Total Land Requirements Property Reference Number Claimant Total Area to be Acquired(Ha) (road and severance) Access to severance 2 Wedd, Ward & Bell 0.0371 N.A. 3 Wedd, Ward & Bell 0.5548 N.A. 4 Wedd, Ward & Bell 1.3925 N.A. 5 Wedd, Ward & Bell 0.8875 N.A. 6 Omahuri Orchards Limited 0.9547 N.A. 7 Mr Apple New Zealand Limited 2.2071 Not possible due to the height of the road 8 Haley 0.0187 N.A. 9 Mr Apple New Zealand Limited 2.1616 N.A. 10 ENZA Group Services Limited 3.1479 Left and right in, left out. Right turn bay provided since not adjacent to roundabout to assist access via left turn. 12 Apollo Pac Limited 0.9432 N.A. 13 Lucknow Holdings Limited 1.8590 Full onto Whakatu Road 14, 15, 17, Hawke s Bay Regional Council 0.7065 N.A. 18 16 Crown (River Bed) 0.1106 N.A. 19 Andrew Bryan Dillon 0.7625 N.A. due to small land area not being usable 28 GHD Whakatu Arterial Link Transportation Assessment
20 Lucknow Holdings Limited 1.2831 Left in and out. Close proximity to roundabout allows this configuration to provide access from all directions by using the roundabout to undertake u-turns 22 Hawke s Bay Regional Council (River Bed) 0.0425 N.A. 23 Hastings District Council 0.0720 N.A. 24 Hawke s Bay Regional Council 0.0293 N.A. 25 Silverfern Farms 0.3480 N.A. 26 Road Reserve (Hastings District Council) 0.3378 N.A Note that 38 Whakatu Road is not subject to land requirement, however the existing access will be affected by the construction of the Whakatu Road roundabout and will need to be realigned. Through consultation with the current owner of the site, a revised access configuration has been developed and this is attached as Appendix D. GHD Whakatu Arterial Link Transportation Assessment 29
13. Conclusion The WAL will provide an efficient heavy vehicle route for the movement of freight between the Whakatu Industrial area and the Port of Napier, as well as further afield, via Pakowhai Road and the Expressway. It will also benefit traffic from Havelock North travelling to Napier. The WAL will remove heavy traffic from the residential villages of Whakatu and Clive as well as from Napier s Marine Parade, bringing positive benefits to a large number of properties. Traffic modelling has shown a reduction in traffic levels along these roads. The crash rate is expected to fall by around 2.8 crashes per year on the wider roading network that will be affected by the WAL. The WAL will be designed to current standards and will provide for cyclists and pedestrians. There will be no adverse effects on public transport services and access to and from the rail freight network will be improved. For local residents and businesses to the west of the WAL route, the closure of the Ruahapia Road level railway crossing will result in a detour length of up to 2.5 km, or about 2 minutes additional travel time, however that increase will be offset by reduced travel times at peak periods and improved intersection safety. Pedestrians and cyclists are well catered for, and will not be adversely impacted by the Ruahapia level crossing closure as they will be able to use the existing cycleway bridge over the Karamu Stream and cycle and pedestrian access will be maintained over the Ruahapia level crossing following its closure to vehicular traffic. Traffic modelling and economic evaluation work has shown the WAL to have a BCR of 5.5 for a construction start in 2015. 14. Basis of Report This report has been prepared by GHD for Hastings District Council and may only be used and relied on by Hastings District Council for the purpose agreed between GHD and the Hastings District Council as set out in Section 1 of this report. GHD otherwise disclaims responsibility to any person other than Hastings District Council (and GHD s wider team of sub-consultants undertaken assessments on the basis of this report) arising in connection with this report. GHD also excludes implied warranties and conditions, to the extent legally permissible. The services undertaken by GHD in connection with preparing this report were limited to those specifically detailed in the report and are subject to the scope limitations set out in the report. The opinions, conclusions and any recommendations in this report are based on conditions encountered and information reviewed at the date of preparation of the report. GHD has no responsibility or obligation to update this report to account for events or changes occurring subsequent to the date that the report was issued. The opinions, conclusions and any recommendations in this report are based on assumptions made by GHD described in this report. GHD disclaims liability arising from any of the assumptions being incorrect 30 GHD Whakatu Arterial Link Transportation Assessment
Appendices GHD Whakatu Arterial Link Transportation Assessment 31
Appendix A HPTS Model - Traffic Flows Extracts from HPTS CUBE Traffic Model: 2009 Existing Daily Traffic Flows, Do Minimum (DA) Network 2026 Predicted Daily Traffic Flows, Do Minimum (DA) Network 2009 Predicted Daily Traffic Flows, Option W10A Network 2026 Predicted Daily Traffic Flows, Option W10A Network GHD Report for Hastings District Council - Whakatu Arterial Link, 51/31468/00
Heretaunga Plains Transport Model Licensed to GHD Network = DA Year = 09 Modelled Flows (AADT) 200 200 600 0 970 900 410 400 1670 1740 3220 3050 1170 1160 300 290 680 690 1200 122 1160 1120 270 260 680 690 7040 6460 1030 1060 1100 1180 3950 5590 3950 5590 1080 1060 2960 2820 2520 2450 2590 1690 2610 1700 790 760 420 370 2530 5400 2530 5400 4640 4160 900 970 770 820 570 590 700 680 780 800 430 1510 1530 1510 1530 3390 3500 1290 1360 10580 8360 5400 4990 7200 5400 1390 1220 9250 7200 500 11 160 170 9620 7260 3340 2060 9400 8330 10340 8080 10340 8080 9500 7110 2280 2160 240 260 790 760 790 760 800 2650 1740 2760 560 520 260 210 1290 2090 680 1530 260 210 3810 6100 2530 5400 3400 5490 2220 2030 910 700 4640 4160 2160 2280 2280 2160 910 700 2290 1920 9540 8460 9400 8330 770 740 770 740 3480 3490 9250 7200 1680 1630 00 9100 1610 1500 1150 1310 4620 5630 1150 1310 790 760 2280 2160 1510 1530 4340 5140 5700 6870 1680 1630 3330 3520 3480 3920 3480 3920 10040 9080 4680 4220 1080 1060 4680 4220 7050 5320 430 1890 2450 1900 10 4320 4530 1250 1410 2290 1920 3750 3590 3820 9080 890 2820 770 0 0 820 1190 740 1160 2520 2450 3480 3490 2280 2160 240 260 240 260 300 320 300 320 1080 1060 1070 1290 10070 7800 9250 7200 1070 1290 2290 2670 4510 5240
Heretaunga Plains Transport Model Licensed to GHD Network = DA Year = 26 Modelled Flows (AADT) 390 400 1300 0 980 920 460 440 1820 1900 3530 3340 1420 1420 320 330 750 760 1320 134 1480 1420 330 320 760 770 7800 7140 1170 1200 1240 1330 5290 7150 5290 7150 1380 1400 3340 3190 2880 2800 3220 2150 3250 2180 960 900 520 460 2730 5960 2730 5960 4920 4340 110 920 980 800 860 640 670 780 760 850 870 820 1680 1710 1680 1710 3920 4070 1580 1680 12110 9590 5800 5280 8640 6640 2030 1760 10240 7990 570 14 180 180 10720 8070 3970 2500 10420 9230 11490 8910 11490 8910 10580 7880 2750 2630 270 310 960 900 960 900 900 2960 1840 3010 610 560 100 280 250 1420 2340 720 1690 280 250 4260 6830 2730 5960 3800 6250 2450 2330 1030 830 4920 4340 2630 2750 2750 2630 1030 830 3020 2540 9370 10420 9230 870 860 870 860 4330 4120 10240 7990 2000 1890 20 1750 1630 1230 1420 5700 6840 1230 1420 960 900 2750 2630 1680 1710 5350 6200 6850 8180 2000 1890 3930 4210 4330 4940 4330 4940 11040 9930 6000 5400 1380 1400 6000 5400 8430 6520 120 2510 3130 2490 40 5400 5610 1330 1540 3020 2540 4400 4210 4550 9930 1010 3140 870 0 0 940 1340 820 1280 2880 2800 4330 4120 2750 2630 270 310 270 310 330 360 330 360 1380 1400 1170 1510 11180 8600 10240 7990 1170 1510 2880 3330 6040 6840
Heretaunga Plains Transport Model Licensed to GHD Network = 10A Year = 09 Modelled Flows (AADT) 200 200 600 600 970 900 410 400 1680 1760 3220 3050 1170 1160 300 290 680 690 37 380 1210 1230 1160 1120 270 260 680 690 7000 6420 1030 1060 1100 1180 5850 5690 5850 5690 1400 1440 1120 1210 3170 3040 2630 2580 1510 1600 1530 1610 790 800 370 370 150 150 1460 1540 1970 2000 1970 2000 5010 4830 470 320 840 900 900 970 770 820 570 590 700 680 780 800 460 690 160 190 610 620 300 220 220 310 220 560 520 0 1510 1530 1510 1530 3350 3490 1260 1350 5040 5050 5040 5050 2180 2090 7780 7670 3810 3900 6080 5980 0 260 170 1960 90 470 490 1050 1160 580 580 160 170 560 560 8050 7870 1130 1220 8470 8200 1370 1530 8050 7960 8050 7960 7900 7730 1540 1460 110 340 340 0 110 240 260 790 800 790 800 460 440 1510 1570 560 520 300 260 300 260 250 200 1440 1300 890 800 250 200 1130 1130 80 670 600 1740 1600 570 80 0 1970 2000 6510 5970 860 670 5010 4830 6080 5980 1460 1540 1540 1460 860 670 3040 2760 8470 8200 780 760 780 760 520 0 4520 3880 100 6400 5170 760 820 780 760 0 5170 7780 7670 1670 1620 1600 1550 1590 1500 5670 5860 680 820 4660 4680 680 820 20 790 800 1540 1460 4140 4300 5280 5430 1670 1620 3280 3500 4520 4330 4520 4330 9130 8960 5180 5460 1120 1210 5850 5690 4580 4670 2510 2270 2520 2280 80 5340 5270 4130 4300 790 930 3040 2760 3040 2760 4840 3680 3530 3810 9130 8960 440 510 780 760 80 1640 1300 2500 2570 370 370 1530 80 2630 2580 1190 1210 4520 3880 1540 1460 240 260 240 260 300 310 300 310 1880 1530 1120 1210 1570 1520 1530 1880 7780 7670 7780 7670 2500 2570 5340 5270 6700 3900 6250 6250 3810 6700
Heretaunga Plains Transport Model Licensed to GHD Network = 10A Year = 2b Modelled Flows (AADT) 390 400 1300 1260 980 920 460 440 1840 1920 3300 3120 1420 1420 320 330 750 760 44 450 1340 1350 1480 1420 330 320 760 770 9920 9010 1440 1500 1520 1620 8110 7700 8110 7700 1800 1850 1460 1570 3620 3500 3030 2980 1890 2030 1940 2080 940 950 480 480 170 170 1860 1930 2520 2610 2520 2610 5240 5040 540 420 950 1040 920 980 800 860 650 690 780 760 870 880 890 780 170 220 690 690 1 320 260 230 340 260 590 560 0 1670 1700 1670 1700 3820 4010 1500 1630 6430 6410 6430 6410 3080 2920 8840 8710 4770 4960 6550 6480 0 300 200 2380 60 560 560 1250 1380 660 660 180 180 650 640 9080 8890 1420 1550 9600 9270 1600 1770 9140 9010 9140 9010 8900 8710 1930 1860 120 460 110 460 0 100 130 300 310 940 950 940 950 700 670 1830 1960 590 560 100 320 290 330 290 320 260 1680 1540 1020 950 320 260 1400 1450 80 750 710 2110 1830 680 30 0 2520 2610 9060 8240 990 740 5240 5040 6550 6480 1860 1930 1930 1860 990 740 4070 3670 9600 9270 870 840 870 840 900 0 5900 4910 130 7180 5960 830 900 870 900 0 5960 8840 8710 2010 1870 1930 1800 1760 1650 7140 7310 890 1070 5870 5900 890 1070 60 940 950 1930 1860 5290 5440 6690 6880 2010 1870 3820 4180 5900 5790 5900 5790 9930 6970 7180 1460 1570 8110 7700 5810 5900 3170 2960 3170 2930 70 7530 7250 5170 5340 1010 1200 4070 3670 4070 3670 5440 4260 4110 4530 9930 630 720 870 900 50 1910 1520 3050 3130 480 480 1710 00 3030 2980 1370 1380 5900 4910 1930 1860 300 310 300 310 360 370 360 370 2100 1710 1460 1570 1860 1860 1710 2100 8840 8710 8840 8710 3050 3130 7530 7250 8740 4960 8120 8120 4770 8740
Appendix B HPTS Model - Deficiency Plots Extracts from HPTS CUBE Traffic Model showing traffic flows and level of service for morning and evening peak hours. Do Minimum Network DA 2009 Do Minimum Network (DA), AM Peak, Deficiency Plot 2009 Do Minimum Network (DA) PM Peak, Deficiency Plot 2026 Do Minimum Network (DA), AM Peak, Deficiency Plot 2026 Do Minimum Network (DA) PM Peak, Deficiency Plot WAL Network 2009 Whakatu Arterial Network (W10A), AM Peak, Deficiency Plot 2009 Whakatu Arterial Network (W10A), PM Peak, Deficiency Plot 2026 Whakatu Arterial Network (W10A), AM Peak, Deficiency Plot 2026 Whakatu Arterial Network (W10A), PM Peak, Deficiency Plot GHD Report for Hastings District Council - Whakatu Arterial Link, 51/31468/00
237 222 Heretaunga Plains Transport Model 104 432 244 126 432 244 489 244 126 489 244 126 290 580 485 551 451 394 290 580 736 423 165 202 146 124 402 124 436 451 394 599 251 668 263 357 265 357 265 357 265 192 123 177 176 310 426 161 211 172 230 397 599 438 429 123 157 212 122 121 126 108 598 909 429 581 332 206 4 156 319 186 111 108 126 465 819 492 224 465 173 293 465 819 465 819 137 103 01 172 547 833 444 849 443 832 208 540 202 924 540 924 527 898 172 197 103 4 55 504 955 172 552 846 547 833 202 208 Deficiency Plots LOS Network = DA Year = 09 Time Periods = AM 172 197 --- TTT-TIME_SPD > 0.25 TTT-TIME_SPD > 0.50 TTT-TIME_SPD > 0.75 TTT-TIME_SPD > 1.0 TTT-TIME_SPD > 2.0 Licensed to GHD
309 471 257 289 Heretaunga Plains Transport Model 104 275 471 127 275 471 127 127 309 471 571 375 796 504 592 378 571 375 403 858 345 115 162 200 140 659 140 423 592 378 423 405 426 458 610 187 610 187 610 187 127 266 312 531 225 124 396 175 298 223 174 577 689 520 429 140 142 554 733 176 294 828 1008 463 134 9 226 202 360 109 142 733 837 464 388 360 221 334 733 837 733 837 106 182 4 08 101 102 199 102 199 953 808 846 843 832 836 832 836 746 863 731 860 227 808 233 943 808 233 227 943 777 926 Deficiency Plots LOS Network = DA Year = 09 Time Periods = PM 169 169 250 250 --- TTT-TIME_SPD > 0.25 TTT-TIME_SPD > 0.50 TTT-TIME_SPD > 0.75 TTT-TIME_SPD > 1.0 TTT-TIME_SPD > 2.0 Licensed to GHD
264 254 Heretaunga Plains Transport Model 553 263 140 130 126 109 154 553 263 109 693 263 154 693 263 109 154 343 819 595 636 554 626 343 819 825 468 182 216 160 108 102 134 107 504 513 102 134 554 626 684 281 752 293 395 292 395 292 395 292 214 142 195 111 196 104 403 504 214 268 196 251 510 696 543 669 142 210 263 136 133 144 117 732 1042 555 678 362 289 4 230 351 204 102 136 117 144 538 929 549 242 529 224 346 538 929 538 929 201 121 129 16 182 620 961 513 976 513 954 252 616 1047 242 616 1047 601 1018 240 250 129 9 85 182 569 1085 625 975 620 961 242 252 Deficiency Plots LOS Network = DA Year = 26 Time Periods = AM 240 250 --- TTT-TIME_SPD > 0.25 TTT-TIME_SPD > 0.50 TTT-TIME_SPD > 0.75 TTT-TIME_SPD > 1.0 TTT-TIME_SPD > 2.0 Licensed to GHD
299 324 Heretaunga Plains Transport Model 109 140 327 630 170 129 327 630 170 382 630 129 382 630 170 129 769 481 950 638 818 490 769 481 442 962 389 121 184 225 107 158 796 158 552 818 490 448 488 479 517 683 201 683 201 683 201 146 296 342 262 138 652 532 386 232 263 186 704 851 730 555 159 172 680 907 228 384 935 1182 472 174 1 270 221 398 136 117 172 833 933 492 399 375 272 423 833 933 833 933 145 292 7 86 117 112 218 112 218 1080 886 968 932 953 924 953 924 848 970 829 972 272 893 289 1052 893 289 272 1052 858 1032 Deficiency Plots LOS Network = DA Year = 26 Time Periods = PM 219 219 347 347 --- TTT-TIME_SPD > 0.25 TTT-TIME_SPD > 0.50 TTT-TIME_SPD > 0.75 TTT-TIME_SPD > 1.0 TTT-TIME_SPD > 2.0 Licensed to GHD
254 239 72 317 Heretaunga Plains Transport Model 108 153 472 104 317 128 472 317 321 381 532 317 128 532 317 128 379 634 398 499 464 547 500 671 464 547 500 671 735 420 179 120 345 439 464 547 500 671 381 301 676 424 143 206 143 206 143 206 123 110 297 401 161 123 343 426 440 485 123 85 301 381 405 437 222 174 156 124 263 508 231 156 225 167 319 186 111 514 702 405 437 394 560 394 560 263 508 195 3 7 282 102 43 871 408 129 102 102 486 894 486 894 250 171 486 894 171 531 784 526 770 526 770 126 515 721 515 701 126 527 142 729 142 126 527 729 514 142 126 702 142 514 702 Deficiency Plots LOS - Intersection Delay Network = 10A Year = 09 Time Periods = AM 514 702 265 265 231 258 258 161 --- TTT-TIME_SPD > 0.25 TTT-TIME_SPD > 0.50 TTT-TIME_SPD > 0.75 TTT-TIME_SPD > 1.0 TTT-TIME_SPD > 2.0 Licensed to GHD
347 617 277 309 12 617 Heretaunga Plains Transport Model 155 120 312 103 617 145 312 617 472 388 145 347 145 617 738 418 593 474 587 573 587 573 789 484 789 484 400 856 182 109 116 509 428 587 573 789 484 338 427 395 789 212 149 212 149 212 149 127 138 480 376 166 176 503 427 521 517 140 17 427 338 507 499 181 273 166 172 473 392 170 283 203 247 202 360 109 752 687 507 499 582 526 582 526 473 392 127 6 7 3 357 252 944 103 944 718 445 568 718 103 102 198 102 198 953 718 845 751 831 743 831 743 129 139 781 703 767 697 159 782 150 704 150 159 782 704 752 150 159 687 150 752 687 Deficiency Plots LOS - Intersection Delay Network = 10A Year = 09 Time Periods = PM 752 687 245 245 186 342 342 276 --- TTT-TIME_SPD > 0.25 TTT-TIME_SPD > 0.50 TTT-TIME_SPD > 0.75 TTT-TIME_SPD > 1.0 TTT-TIME_SPD > 2.0 Licensed to GHD
287 278 53 367 Heretaunga Plains Transport Model 146 182 653 367 151 130 126 120 160 653 367 422 461 120 803 367 160 803 367 120 160 462 939 517 617 636 835 636 835 632 910 632 910 1063 594 121 215 120 108 107 140 448 535 636 835 632 910 497 371 975 572 191 257 191 257 191 257 173 133 389 483 210 156 456 519 610 755 173 55 371 497 544 530 282 245 205 150 281 564 5 310 188 251 238 326 191 102 136 627 807 544 530 433 622 433 622 281 564 202 1 8 329 115 04 989 481 125 115 115 571 1022 289 185 571 1022 185 571 1022 630 913 625 899 625 899 167 103 616 825 617 800 162 640 173 835 173 162 640 835 627 173 162 807 173 627 807 Deficiency Plots LOS - Intersection Delay Network = 10A Year = 2b Time Periods = AM 627 807 373 373 336 327 327 205 122 122 --- TTT-TIME_SPD > 0.25 TTT-TIME_SPD > 0.50 TTT-TIME_SPD > 0.75 TTT-TIME_SPD > 1.0 TTT-TIME_SPD > 2.0 Licensed to GHD
330 350 87 845 Heretaunga Plains Transport Model 199 173 109 140 387 845 190 134 387 845 588 521 190 446 845 134 446 845 190 134 1009 553 746 623 797 804 797 804 609 1072 609 545 1247 232 118 144 117 107 106 117 633 565 797 804 1072 609 565 408 523 1143 277 194 277 194 277 194 180 143 158 583 499 228 216 618 572 719 738 194 38 565 408 622 670 35 259 210 224 505 406 161 219 365 273 290 207 369 136 116 851 809 622 670 646 565 646 565 505 406 141 4 0 1 400 300 1042 115 542 626 815 115 113 220 113 220 1042 815 1077 815 966 865 952 858 952 858 162 183 884 811 867 807 198 884 201 827 201 198 884 827 851 201 198 809 201 851 809 Deficiency Plots LOS - Intersection Delay Network = 10A Year = 2b Time Periods = PM 851 809 310 310 244 479 479 411 --- TTT-TIME_SPD > 0.25 TTT-TIME_SPD > 0.50 TTT-TIME_SPD > 0.75 TTT-TIME_SPD > 1.0 TTT-TIME_SPD > 2.0 Licensed to GHD
Appendix C Economic Evaluation Worksheets Economic Evaluation Work Sheets: Do Minimum Network (DA) and Option W10A Economic Evaluation GHD Report for Hastings District Council - Whakatu Arterial Link, 51/31468/00
Worksheet 1: Evaluation summary 1 Evaluator Dumindu Sundarapperuma Reviewer Michael Thorne 2 Project /package details Approved organisation name Whakatu Arterial link 25m internal diameter roundabout at Whakatu Rd / Whakatu Arterial. Two Lane Approach and exit on Whakatu Project/package name Arterial. Single lane approach and exit for Whakatu Rd. Anderson Road link/roundabout removed. Your reference 51-31468 3 Location Brief description of location Heretaunga Plains 4 Alternatives and options Describe the do minimum Option A Option B Option C DM-A-Landuse B W10-A-Landuse B 5 Timing Earliest construction start date (mm/yyyy) 2014 Expected construction start data (mm/yyy) Expected duration of construction (months) 6 Economic efficiency Date economic evaluation completed (mm/yyyy) Time zero 2013 Base date for costs and benefits 2013 7 BCR 5.5 Estimated Proprty Costs Estimated Construction Costs $ 5,109,000 $ 14,639,000
Worksheet 3: Benefit cost analysis Project 25m internal diameter roundabout at Whakatu Rd / Whakatu Arterial. Two Lane Approach and exit on Whakatu Arterial. Single lane approach and exit for Whakatu Rd. Anderson Road link/roundabout removed. Benefits PV of net benefits (PV option - PV do min benefits) Construction Year 2014 2018 2023 2028 2033 2038 2043 2048 Travel time cost savings $57,785,971 $51,160,764 $43,433,879 $36,503,367 $30,319,839 $24,930,206 $20,328,161 $16,459,871 VOC savings $18,729,653 $16,076,884 $13,165,368 $10,691,491 $8,626,318 $6,922,100 $5,528,301 $4,396,872 Accident Savings $26,167,977 $20,516,155 $15,197,533 $11,316,636 $8,433,538 $6,284,910 $4,683,657 $3,490,341 PV total net benefits $102,683,601 $87,753,803 $71,796,780 $58,511,493 $47,379,695 $38,137,216 $30,540,119 $24,347,084 Costs PV of costs (PV Option - PV Do Min costs) PV total net costs $18,630,189 $14,756,854 $11,027,180 $8,240,150 $6,157,520 $4,601,257 $3,438,327 $2,569,318 Benefit Cost Ratio for Alternative Construction Years BCR 5.5 5.9 6.5 7.1 7.7 8.3 8.9 9.5 FYRR 0.22 0.25 0.25 0.25 0.25 0.25 0.25 0.24
Worksheet A4: Travel time cost savings Project 25m internal diameter roundabout at Whakatu Rd / Whakatu Arterial. Two Lane Approach and exit on Whakatu Arterial. Single lane approach and exit for Whakatu Rd. Anderson Road link/roundabout removed. Option Time period Time periods per day Days per year Total travel time Travel time cost (Minutes) ($/hour) Total cost / year ($ / year / period) DM-A-Landuse B AM 2009 1.0 245 340423 15.13 21031617 DM-A-Landuse B IP 2009 9.5 245 285840 17.95 199033370 DM-A-Landuse B PM 2009 1.6 245 409646 14.96 40038254 DM-A-Landuse B ST 2009 9.2 120 285840 14.09 74314494 DM-A-Landuse B AM 2026 1.0 245 428323 15.13 26462152 DM-A-Landuse B IP 2026 9.5 245 353005 17.95 245801059 DM-A-Landuse B PM 2026 1.6 245 541838 14.96 52958524 DM-A-Landuse B ST 2026 9.2 120 353005 14.09 91776477 DM-A-Landuse B AM 2046 1.0 245 507422 15.13 31348954 DM-A-Landuse B IP 2046 9.5 245 414520 17.95 288634594 DM-A-Landuse B PM 2046 1.6 245 683006 14.96 66756096 DM-A-Landuse B ST 2046 9.2 120 414520 14.09 107769536 W10-A-Landuse B AM 2009 1.0 245 338858 15.13 20934930 W10-A-Landuse B IP 2009 9.5 245 284742 17.95 198268821 W10-A-Landuse B PM 2009 1.6 245 406382 14.96 39719235 W10-A-Landuse B ST 2009 9.2 120 284742 14.09 74029029 W10-A-Landuse B AM 2026 1.0 245 425037 15.13 26259140 W10-A-Landuse B IP 2026 9.5 245 351365 17.95 244659110 W10-A-Landuse B PM 2026 1.6 245 531062 14.96 51905292 W10-A-Landuse B ST 2026 9.2 120 351365 14.09 91350099 W10-A-Landuse B AM 2046 1.0 245 502358 15.13 31036096 W10-A-Landuse B IP 2046 9.5 245 412121 17.95 286964145 W10-A-Landuse B PM 2046 1.6 245 661282 14.96 64632821 W10-A-Landuse B ST 2046 9.2 120 412121 14.09 107145829
Worksheet A5: Vehicle operating cost savings Project 25m internal diameter roundabout at Whakatu Rd / Whakatu Arterial. Two Lane Approach and exit on Whakatu Arterial. Single lane approach and exit for Whakatu Rd. Anderson Road link/roundabout removed. Option Time period Time periods per day Days per year Distance Travelled Travel Cost Total cost / year DM-A-Landuse B AM 2009 1.0 245 273850 0.2985 20028777 DM-A-Landuse B IP 2009 9.5 245 229994 0.2985 159797018 DM-A-Landuse B PM 2009 1.6 245 317800 0.3002 37395583 DM-A-Landuse B ST 2009 9.2 120 229994 0.2985 76009830 DM-A-Landuse B AM 2026 1.0 245 330762 0.3004 24344074 DM-A-Landuse B IP 2026 9.5 245 279786 0.2992 194818938 DM-A-Landuse B PM 2026 1.6 245 388748 0.3046 46421325 DM-A-Landuse B ST 2026 9.2 120 279786 0.2992 92668528 DM-A-Landuse B AM 2046 1.0 245 375964 0.3027 27877619 DM-A-Landuse B IP 2046 9.5 245 319497 0.3005 223463339 DM-A-Landuse B PM 2046 1.6 245 448198 0.3111 54655524 DM-A-Landuse B ST 2046 9.2 120 319497 0.3005 106293663 W10-A-Landuse B AM 2009 1.0 245 273257 0.2984 19978573 W10-A-Landuse B IP 2009 9.5 245 229501 0.2984 159416354 W10-A-Landuse B PM 2009 1.6 245 316669 0.3000 37235598 W10-A-Landuse B ST 2009 9.2 120 229501 0.2984 75828762 W10-A-Landuse B AM 2026 1.0 245 329942 0.3001 24262743 W10-A-Landuse B IP 2026 9.5 245 279113 0.2991 194285132 W10-A-Landuse B PM 2026 1.6 245 387009 0.3036 46064961 W10-A-Landuse B ST 2026 9.2 120 279113 0.2991 92414615 W10-A-Landuse B AM 2046 1.0 245 374952 0.3022 27763852 W10-A-Landuse B IP 2046 9.5 245 318725 0.3003 222797322 W10-A-Landuse B PM 2046 1.6 245 445966 0.3090 54010985 W10-A-Landuse B ST 2046 9.2 120 318725 0.3003 105976863
Worksheet : Discounting Project 25m internal diameter roundabout at Whakatu Rd / Whakatu Arterial. Approach and exit on Whakatu Arterial. Single lane approach and exit for Anderson Road link/roundabout removed. Year NPV DM-A-Landuse B W10-A-Landuse factor Travel time savings VOC savings Accident Cost Savings Travel time savings VOC savings 0 2009 1.0000 334417734 293231208 9,770,692 332952014 292459287 0 2010 1.0000 339275409 297056012 9894955 337729757 296257415 0 2011 1.0000 344133084 300880815 10019217 342507500 300055542 0 2012 1.0000 348990760 304705618 10143479 347285243 303853669 0 2013 1.0000 353848435 308530422 10267741 352062985 307651797 1 2014 0.9259 358706110 312355225 10392003 356840728 311449924 2 2015 0.8573 363563785 316180028 10516265 361618471 315248051 3 2016 0.7938 368421460 320004832 10640527 366396213 319046178 4 2017 0.7350 373279135 323829635 10764789 371173956 322844306 5 2018 0.6806 378136810 327654438 10889051 375951699 326642433 6 2019 0.6302 382994485 331479242 11013313 380729441 330440560 7 2020 0.5835 387852160 335304045 11137575 385507184 334238688 8 2021 0.5403 392709835 339128849 11261837 390284927 338036815 9 2022 0.5002 397567510 342953652 11386099 395062670 341834942 10 2023 0.4632 402425185 346778455 11510361 399840412 345633070 11 2024 0.4289 407282861 350603259 11634623 404618155 349431197 12 2025 0.3971 412140536 354428062 11758885 409395898 353229324 13 2026 0.3677 416998211 358252865 11883147 414173640 357027452 14 2027 0.3405 420873759 360954729 11959281 417953903 359703530 15 2028 0.3152 424749308 363656593 12035414 421734165 362379609 16 2029 0.2919 428624856 366358457 12111548 425514428 365055687 17 2030 0.2703 432500405 369060321 12187681 429294690 367731766 18 2031 0.2502 436375953 371762185 12263815 433074953 370407844 19 2032 0.2317 440251501 374464049 12339948 436855216 373083923 20 2033 0.2145 444127050 377165913 12416082 440635478 375760001 21 2034 0.1987 448002598 379867777 12492215 444415741 378436080 22 2035 0.1839 451878147 382569641 12568349 448196003 381112158 23 2036 0.1703 455753695 385271505 12644482 451976266 383788237 24 2037 0.1577 459629244 387973370 12720616 455756528 386464315 25 2038 0.1460 463504792 390675234 12796749 459536791 389140394 26 2039 0.1352 467380341 393377098 12872883 463317053 391816472 27 2040 0.1252 471255889 396078962 12949016 467097316 394492551 28 2041 0.1159 475131437 398780826 13025150 470877578 397168629 29 2042 0.1073 479006986 401482690 13101283 474657841 399844708 30 2043 0.0994 482882534 404184554 13177417 478438103 402520786 31 2044 0.0920 486758083 406886418 13253550 482218366 405196865 32 2045 0.0852 490633631 409588282 13329684 485998628 407872943 33 2046 0.0789 494509180 412290146 13405817 489778891 410549022 34 2047 0.0730 498384728 414992010 13481951 493559153 413225100 35 2048 0.0676 502260277 417693874 13558084 497339416 415901179 36 2049 0.0626 506135825 420395738 13634218 501119678 418577257 37 2050 0.0580 510011374 423097602 13710351 504899941 421253336 38 2051 0.0537 513886922 425799466 13786485 508680203 423929414 39 2052 0.0497 517762470 428501330 13862618 512460466 426605493 40 2053 0.0460 521638019 431203194 13938752 516240729 429281571 41 2054 0.0426 525513567 433905058 14014885 520020991 431957649 42 2055 0.0395 529389116 436606922 14091019 523801254 434633728
Worksheet : Costs Project 25m internal diameter roundabout at Whakatu Rd / Whakatu Arterial. Two Lane Approach and exit on Whakatu Arterial. Single lane approach and exit for Whakatu Rd. Anderson Road link/roundabout removed. Const. NPV DM-A-Landuse B W10-A-Landuse B Net Present Value Year factor Property Construction Property Construction Do Minimum W10-A-Landuse B 1 2014 0.9434 0 0 $5,109,000 $14,639,000 0 $18,630,189 5 2018 0.7473 0 0 $5,109,000 $14,639,000 0 $14,756,854 10 2023 0.5584 0 0 $5,109,000 $14,639,000 0 $11,027,180 15 2028 0.4173 0 0 $5,109,000 $14,639,000 0 $8,240,150 20 2033 0.3118 0 0 $5,109,000 $14,639,000 0 $6,157,520 25 2038 0.2330 0 0 $5,109,000 $14,639,000 0 $4,601,257 30 2043 0.1741 0 0 $5,109,000 $14,639,000 0 $3,438,327 35 2048 0.1301 0 0 $5,109,000 $14,639,000 0 $2,569,318 Worksheet : Net Present Value Benefits Project 25m internal diameter roundabout at Whakatu Rd / Whakatu Arterial. Two Lane Approach and exit on Whakatu Arterial. Single lane approach and exit for Whakatu Rd. Anderson Road link/roundabout removed. Benefit Stream DM-A-Landuse B W10-A-Landuse B Sart End Travel Time VOC Accident Cost Travel Time VOC Accident Cost 2015 2043 $8,079,736,216 $5,345,176,103 $199,804,954 $8,021,950,245 $5,326,446,450 $173,636,977 2019 2047 $6,665,566,098 $4,386,987,065 $163,566,070 $6,614,405,335 $4,370,910,181 $143,049,915 2024 2052 $5,218,168,988 $3,411,605,331 $126,711,634 $5,174,735,110 $3,398,439,963 $111,514,101 2029 2057 $4,066,474,501 $2,640,052,626 $97,602,622 $4,029,971,134 $2,629,361,135 $86,285,986 2034 2062 $3,162,449,336 $2,039,548,610 $75,063,594 $3,132,129,497 $2,030,922,293 $66,630,056 2039 2067 $2,455,634,104 $1,573,947,139 $57,682,974 $2,430,703,898 $1,567,025,039 $51,398,064 2044 2072 $1,904,090,116 $1,213,416,436 $44,293,029 $1,883,761,955 $1,207,888,134 $39,609,372 2049 2077 $1,474,480,544 $934,586,835 $33,986,784 $1,458,020,673 $930,189,963 $30,496,443
Appendix D 38 Whakatu Road layout plan GHD 134 Queen Street East Hastings 4156 T: 64 6 870 9105 F: E: GHD Limited 2014 This document is and shall remain the property of GHD. The document may only be used for the purpose for which it was commissioned and in accordance with the Terms of Engagement for the commission. Unauthorised use of this document in any form whatsoever is prohibited. N:\NZ\Palmerston North\Projects\51\31468\WP\GHD AEE Inputs\Updates May 2014\C1 - Transportation Assessment - final 28-05-14.docx Document Status Rev No. Author Reviewer Approved for Issue Name Signature Name Signature Date 6 M Thorne T Harrison T Harrison 12/05/14 7 M Thorne T Harrison T Harrison 15/05/14 8 M Thorne T Harrison T Harrison 16/05/14 9 M Thorne T Harrison T Harrison 28/05/14
0 2.5 5 7.5 10 12.5m SCALE 1:250 AT ORIGINAL SIZE 134 Queen Street East Hastings 4156, New Zealand T 64 6 870 9105 F 64 6 873 5281 W www.ghd.com DO NOT SCALE This Drawing must not be Original Size Job Project Scale 1:1000 used for Construction unless No Revision Note: * indicates signatures on original issue of drawing or last revision of drawing Drawn Manager Director Date person or for any other purpose. signed as Approved A1 GHD Limited Conditions of Use. This document may only be used by GHD's client (and any other person who GHD has agreed can use this document) for the purpose for which it was prepared and must not be used by any other Drawn N. MACKIE Designer N. DEVERY Drafting Check Approved (Project Director) Date Design Check Client Project Title PRELIMINARY 51-31468-SK066 A Plot Date: 5 February 2014-1:19 p.m. Plotted by: Ajeshni Naiker Cad File No: N:\NZ\Christchurch\Projects\51\31468 Whakatu\CADD\Drawings\51-31468-SK065_SK067.dwg SEMI-TRAILER RTS 18 (NZ) SEMI-TRAILER RTS 18 (NZ) SEMI-TRAIL RTS 18 (NZ) SEMI-TRAILER RTS 18 (NZ) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) E(OH) LEGEND VEHICLE BODY VEHICLE CLEARANCE (0.6m) FRONT TIRES REAR TIRES