PALAMANUI FINAL. Traffic Impact Report Update. Palamanui, LLC. North Kona, Island of Hawai i. September 30, Prepared for.

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1 FINAL PALAMANUI Traffic Impact Report Update North Kona, Island of Hawai i September 30, 2014 Prepared for Palamanui, LLC Prepared by This work was prepared by me or under my supervision: Michael Y. Packard Date: 9/30/2014 Licensed Professional Engineer License Number Expires: 4/30/2016

2 Palamanui Traffic Impact Report Update SSFM International Table of Contents I. INTRODUCTION... 1 II. PROJECT DESCRIPTION... 2 III. RESULTS OF PREVIOUS STUDIES... 7 IV. EXISTING (2014) CONDITIONS... 9 A. Geometric Configuration... 9 B. Volumes Peak Hour Volumes Hour Volumes C. Level of Service Methodology Existing (2014) Intersection Conditions Existing Conditions Mitigation V. FUTURE WITHOUT PROJECT CONDITIONS A. Surrounding Area Conditions Roadway Construction Surrounding Developments B. Geometric Conditions C. Volumes Background Growth Future Without Project Peak Hour Volumes Future Without Project 24-Hour Volumes D. Level of Service Future Without Project Intersection Conditions Mitigation for Future Without Project Conditions VI. FUTURE WITH PROJECT CONDITIONS A. Geometric Conditions B. Volumes Project Related Volumes Future With Project Peak Hour Volumes Future 24-Hour Volumes i

3 Palamanui Traffic Impact Report Update SSFM International C. Level of Service Future With Project Intersection Conditions Mitigation for Future With Project Conditions Internal Intersection Conditions VII. CONCLUSIONS VIII. REFERENCES List of Appendices Appendix A Concurrency Tables and Map Appendix B Peak Hour and 24-Hour Counts Appendix C Analysis Reports Existing (2014) Conditions Appendix D Kailua-Kona Regional Project Development Map and Chart of Surrounding Developments Appendix E Analysis Reports Future (2019) Without Project Conditions Appendix F Analysis Reports Future (2024) Without Project Conditions Appendix G Analysis Reports Future (2034) Without Project Conditions Appendix H Analysis Reports Future (2019) With Project Conditions Appendix I Analysis Reports Future (2024) With Project Conditions Appendix J Analysis Reports Future (2034) With Project Conditions ii

4 Palamanui Traffic Impact Report Update SSFM International List of Figures Figure 1: Location Map... 3 Figure 2: Regulating Plan... 4 Figure 3: Project Development Map... 5 Figure 4: Existing (2014) Lane Configuration Figure 5: Existing (2014) Peak Hour Volume Figure 6: Future Without Project Lane Configuration Figure 7: Future (2019) Without Project Peak Hour Volume Figure 8: Future (2024) Without Project Peak Hour Volume Figure 9: Future (2034) Without Project Peak Hour Volume Figure 10: Future With Project Lane Configuration Figure 11: 2019 Project Related Peak Hour Volumes Figure 12: 2024 Project Related Peak Hour Volumes Figure 13: 2034 Project Related Peak Hour Volumes Figure 14: Future (2019) With Project Peak Hour Volumes Figure 15: Future (2024) With Project Peak Hour Volumes Figure 16: Future (2034) With Project Peak Hour Volumes List of Tables Table 1: Historical Peak Hour Volume Comparison Table 2: Existing (2012) ADT Table 3: Historical ADT Comparison Table 4: LOS Criteria for Unsignalized Intersections Table 5: LOS Criteria for Signalized Intersections Table 6: Existing (2014) Unsignalized Intersection Level of Service Table 7: Existing (2014) Signalized Intersection Level of Service Table 8: Existing (2014) Mitigation Intersection Level of Service Table 9: Future Without Project ADT Comparison Table 10: Future (2019) Without Project Unsignalized Intersection Level of Service Table 11: Future (2019) Without Project Signalized Intersection Level of Service Table 12: Future (2024) Without Project Unsignalized Intersection Level of Service Table 13: Future (2024) Without Project Signalized Intersection Level of Service Table 14: Future (2034) Without Project Unsignalized Intersection Level of Service Table 15: Future (2034) Without Project Signalized Intersection Level of Service Table 16: Future (2019) Without Project Mitigation Intersection Level of Service at Māmalahoa Highway and Kaiminani Drive Table 17: Future (2024) Without Project Mitigation Intersection Level of Service at Māmalahoa Highway and Kaiminani Drive iii

5 Palamanui Traffic Impact Report Update SSFM International Table 18: Future (2034) Without Project Mitigation Intersection Level of Service at Māmalahoa Highway and Kaiminani Drive Table 19: Future (2034) Without Project Mitigation V.2 Intersection Level of Service at Māmalahoa Highway and Kaiminani Drive Table 20: Future (2024) Without Project Mitigation Intersection Level of Service at Kaiminani Drive and Ane Keohokalole/Main Street Table 21: Future (2034) Without Project Mitigation Intersection Level of Service at Kaiminani Drive and Ane Keohokalole/Main Street Table 22: Projected Build per Analysis Year Table 23: Trip Generation Rates/Formula Table 24: Total Project Related Volumes Trip Generation Table 25: Total Internal-External Project Related Volumes Trip Generation Table 26: Future With Project ADT Comparison Table 27: Future (2019) With Project Signalized Intersection Level of Service Table 28: Future (2024) With Project Signalized Intersection Level of Service Table 29: Future (2034) With Project Signalized Intersection Level of Service Table 30: Roundabout Level of Service at University Drive and Main Street Table 31: Signalized Level of Service at University Drive and Main Street iv

6 Palamanui Traffic Impact Report Update SSFM International I. INTRODUCTION This traffic impact analysis report (TIAR) is an update of previous studies, taking it to 2014 conditions. This report is being prepared as an update to Traffic Impact Analysis Report Palamanui (ATA, January 2004), Traffic Impact Analysis Report Update for Palamanui (ATA, April 2008), and Palamanui Traffic Impact Report Update (SSFM, 2013) to assess Existing, Future Without Project, and Future With Project conditions. Additionally, the Traffic Impact Analysis Report for University of Hawai i Center West Hawai i (PRA, 2010) was completed for the University of Hawai i West Hawai i campus which is adjacent to Palamanui. This report will review the conclusions of the Kona Community Development Plan that Road 1 University Drive Extension is not critical to support the traffic volumes generated from the development of Palamanui. 1

7 Palamanui Traffic Impact Report Update SSFM International II. PROJECT DESCRIPTION The proposed Palamanui development (TMK :01) shown in Figure 1 is being developed by Palamanui Global Holdings LLC (PGH), the landowner. Palamanui will be a master planned mixed use community containing residential, commercial, open space recreational elements and university related facilities. The latest transect-based regulating plan at the time of this report is shown in Figure 2. The proposed development is located on the Island of Hawai i, north of Kona Airport, bordered by Queen Ka ahumanu Highway on the west, Makalei Estates on the east, Puukala Subdivision on the north, and the future University of Hawai i Center at West Hawai i campus on the south (see Figure 3). Mapping Kona s Future, Kona Community Development Plan (WOC, September 2008) includes an overall strategy and policy guide for County of Hawai i decisions regarding construction and management of the Kona Urban Area transportation network. It also provides guidance for concurrency and connectivity of transportation facilities with future development to ensure that all communities are adequately served. Figure 2 uses terminology defined in the Kona Community Development Plan (WOC, September 2008) to call out proposed land uses. The Concurrency Map in the Kona Community Development Plan (see Appendix A) establishes the current planning status of the corridor alignment. Palamanui has been defined by the COH Planning Department as a Regional Center, shown on the Concurrency Map as the designated University Village transit oriented development (TOD). The roadway corridors required to be built concurrently with the University Village Regional Center are: Road 2 University Drive (Makalei Drive to Queen Ka ahumanu Highway) Road 3A Main Street/Ane Keohokalole Highway (Kaiminani Drive to University Drive) Other roadway corridors shown on the Concurrency Map such as Road 1 University Drive Extension (Māmalahoa Highway to Ane Keohokalole Highway) are a requirement of Concurrency Zone B but not critical to the University Village Regional Center. The Kona Community Development Plan (COH, 2008) states that the transit-oriented development (TOD) master plan for the surrounding areas of the UHWH should be in coordination with the Palamanui project. This study will evaluate existing 2014 conditions and assess impacts in the surrounding area as a result of the proposed Palamanui development. This includes projections and analysis for future growth in traffic for five, ten, and twenty years, as required in Hawai i County Code, Section Concurrency requirements. Construction of Palamanui is not anticipated to start until 2017 with full-build conditions assumed to occur by

8 Island of Hawaii N Not To Scale Project Location Main Street (completed by PGH) Future Ane Keohokalole Highway Figure 1: Location Map Palamanui North Kona, Island of Hawai i

9 Figure 2: Regulating Plan Palamanui North Kona, Island of Hawai i Source: Riehm Owensby Planners Architects (August 12, 2013)

10 Legend Study Intersection Source: PBR Hawaii Figure 3: Project Development Map Palamanui North Kona, Island of Hawai i

11 Palamanui Traffic Impact Report Update SSFM International Palamanui funded the recently completed construction of Road 3A which is a portion of Ane Keohokalole Highway and serves as a connection from Kaiminani Drive to the future West Hawai i campus. Palamanui has also graded the entire right of way of Road 2, University Drive, which runs uphill from Queen Ka ahumanu Highway to the foot of the existing Makalei Drive to the east. In addition, Palamanui has committed to the signalization and construction of the future intersection of Queen Ka ahumanu Road and University Drive, shown as Road 2 on Figure 3. Mauka (inland) of the proposed Palamanui project area, Makalei Estates Subdivision includes approximately 80 three-acre agriculture residential lots of which currently approximately 45 have been built-out. Access to this subdivision comes from Makalei Drive, a privately owned road that intersects Māmalahoa Highway across from the recently constructed fire station. Makalei Drive was built in 2002 with a 50-foot right-of-way (ROW) in accordance with construction plans approved by the County of Hawai i (COH) for future dedication to COH. It is understood that this road will be dedicated to COH in the near future. At the mauka end of the road, access is currently gate controlled and at the makai (oceanside) end it dead-ends at a gate. As shown on Figure 3, it is intended that Makalei Drive will provide a connection to Palamanui and UH-West Hawai i through an extension of Road 2 sometime in the future. Existing study intersections for this report (see locations on Figure 3) are the following: Queen Ka ahumanu Highway at Kaiminani Drive Queen Ka ahumanu Highway at Keāhole Airport Road Māmalahoa Highway at Kaiminani Drive Kaiminani Drive at Road 3A (referred as Ane Keohokalole Highway/Main Street in this report) 6

12 Palamanui Traffic Impact Report Update SSFM International III. RESULTS OF PREVIOUS STUDIES The initial Traffic Impact Analysis Report Palamanui (ATA, January 2004) was created in support of a Final Environmental Impact Statement for the proposed development. The 2004 TIAR took traffic counts in the area in April 2003 for use in establishing existing conditions for the study. It also analyzed future phased build-outs for the years 2008, 2011, and The proposed access to the development was at the intersection of Queen Ka ahumanu Highway and the northern project access point (now referred to as University Drive) at milepost Final recommendations of the 2004 TIAR for Palamanui concluded that future conditions without the project necessitated: Queen Ka ahumanu Highway Widen to four lanes between Henry Street and Keahole Airport Road. Māmalahoa Highway at Kaiminani Drive Signalize when warranted. Project related mitigation to achieve appropriate traffic conditions suggested the following: Palani Road at Queen Ka ahumanu Highway - Construct two mauka-bound left turn lanes at intersection (this was constructed and opened in 2012). Queen Ka ahumanu Highway Widen to four lanes between Kealakehe Parkway and University Drive. Queen Ka ahumanu Highway at University Drive Signalize with inclusion of southbound left-turn lane, northbound right-turn lane, makai-bound right-turn lane and two left-turn lanes. Traffic Impact Analysis Report Update Palamanui (ATA, April 2008) was completed as an update to the 2004 TIAR to reflect conditions at that time and which assumed the construction of University Drive Extension (Road 1). It was concluded that at full build of the development, the required mitigation would be: Queen Ka ahumanu Highway at University Drive - Signalize with inclusion of two southbound leftturn lanes, northbound right-turn lane, makai-bound right-turn lane and two left-turn lanes. Kaiminani Drive at Main Street Construct a two-lane roundabout. Māmalahoa Highway at University Drive Extension/Makalei Hawai i Country Club driveway Provide an exclusive mauka-bound left-turn lane Traffic Impact Analysis Report for University of Hawai i Center West Hawai i (PRA, January 2010) was prepared in support of a Final Environmental Impact Statement for the proposed University of Hawai i Center West Hawai i development. The TIAR concluded that the full build of the University of Hawai i Center West Hawai i could be accommodated by the planned access roads: University Drive, between Queen Ka ahumanu Highway and Māmalahoa Highway, and Main Street, between University Drive and Kaiminani Drive. Recommended phased mitigation without the project includes: Māmalahoa Highway at Kaiminani Drive Signalize with protected mauka-bound right-turn movement, add southbound right-turn lane (Hawai i Department of Transportation (HDOT) noted that the signalization of this intersection was not a committed project). Māmalahoa Highway Widen from two to four lanes from north of Kaiminani Drive southward Kaiminani Drive at Main Street Signalize. Queen Ka ahumanu Highway Add third southbound through lane between Keāhole Airport Access Road and Kaiminani Drive. 7

13 Palamanui Traffic Impact Report Update SSFM International Queen Ka ahumanu Highway at Kaiminani Drive Add second southbound left-turn lane, add a second makai-bound left-turn lane. Māmalahoa Highway at Makalei Estates Add northbound left-turn refuge lane. Queen Ka ahumanu Highway at University Drive Add second southbound left-turn lane and second makai-bound left-turn lane. Māmalahoa Highway at Ahikawa Street Add mauka-bound left-turn refuge lane. Phased project related mitigation includes the following: Kaiminani Drive Widen between Queen Ka ahumanu Highway to mauka of Main Street. Queen Ka ahumanu Highway at Kaiminani Drive Add second northbound right-turn lane. 8

14 Palamanui Traffic Impact Report Update SSFM International IV. EXISTING (2014) CONDITIONS A. Geometric Configuration There are several important major roads in the study area. Queen Ka ahumanu Highway (State Highway Route 19) is a State owned, two-lane undivided primary arterial, oriented in the north-south direction with posted speeds of 45 and 55 mph. Māmalahoa Highway is a State owned, two-lane undivided minor (secondary) arterial, situated parallel and mauka (inland) of Queen Ka ahumanu Highway with posted speeds of 45 and 55 mph. Kaiminani is a County owned, two-lane undivided collector, running maukamakai between Māmalahoa Highway and Queen Ka ahumanu Highway with a posted speed of 35 mph. Existing intersection lane configuration is shown in Figure 4. B. Volumes 1. Peak Hour Volumes Peak period turning movement classification counts were taken at the study intersections on Thursday, August 21, 2014 during the AM and PM peak periods from 7:00-9:00 AM and 4:00-6:00 PM (see Appendix B). Peak hours generally occurred from 7:00-8:00 AM and 4:00-5:00 PM. Peak hour volumes are presented in Figure 5. Comparisons to volumes used in the 2004 TIAR (counts taken in 2003) and counts taken in 2011 and 2014 show an increase in traffic volumes (see Table 1). Annual compounded growth rate between 2003 and 2014 increased 0.86% for AM and 0.63% for PM intersection peak hour traffic volumes. There are high turning volumes which often have negative impact on intersection operational delay. 9

15 Legend Stop Sign Queen Ka ahumanu Highway Driveway S Keāhole Airport Road 4 Ane Keohokalole Highway Analyzed Intersection Unsignalized Intersection Signalized Intersection # U S Māmalahoa Highway Queen Ka ahumanu Highway Main Street (Road closed to local traffic; only open to construction vehicles) U Kaiminani Drive U Kaiminani Drive Kaiminani Drive S Figure 4: Existing (2014) Lane Configuration Palamanui North Kona, Island of Hawaii Ane Keohokalole Highway

16 Queen Ka ahumanu Highway 1 S 2 (85) 27 1 (0) 2 (679) 395 (43) (1) (277) 124 Keāhole Airport Road 4 Ane Keohokalole Highway 570 (512) 232 (148) Unsignalized Intersection Signalized Intersection U S Legend Analyzed Intersection # (#) AM (PM) Peak Hour Volume (Veh/Hr) # Māmalahoa Highway Queen Ka ahumanu Highway Main Street (Road closed to local traffic; only open to construction vehicles) (381) 622 (41) 79 3 (4) 665 (234) 3 (5) (2) 4 (2) 0 (7) 4 (206) 48 (752) 472 U Kaiminani Drive Kaiminani Drive Kaiminani Drive 219 (90) 528 (215) U S (65) 43 (218) (2) 0 (0) 66 (28) (5) 8 (612) 129 (33) (494) 133 (176) 128 (454) 584 (571) Figure 5: Existing (2014) Peak Hour Volumes Palamanui North Kona, Island of Hawai i Ane Keohokalole Highway

17 Palamanui Traffic Impact Report Update SSFM International Intersection (Approach/Movement) Queen Ka ahumanu Highway and Keāhole Airport Road Table 1: Historical Peak Hour Volume Comparison 2004 TIAR* AM 2011 Counts Traffic Volumes 2014 Counts 2004 TIAR* PM 2011 Counts 2014 Counts 1,345 1,430 1,422 1,773 1,635 1,744 Southbound Through Right Northbound Left Through Eastbound Left Right Queen Ka ahumanu Highway and Kaiminani Drive 1,548 1,785 1,979 1,953 2,070 2,288 Southbound Left Through Westbound Left Right Northbound Through Right Māmalahoa Highway and Kaiminani Drive 1,457 1,350 1,372 1,396 1,280 1,375 Southbound Through Right Northbound Left Through Eastbound Left Right Māmalahoa Highway and Makalei Drive** Southbound Through Right Northbound Left Through Eastbound Left Right TOTAL 4,768 4,965 5,238 5,529 5,475 5,923 Compounded Annual Growth Rate (as compared to 2004 TIAR) % 0.86% % 0.63% * 2004 TIAR counts taken in 2003 by ATA ** Only showed intersection for comparison purposes 12

18 Palamanui Traffic Impact Report Update SSFM International Hour Volumes 24-hour traffic counts were taken along Queen Ka ahumanu Highway, north and south of the project area, and along Māmalahoa Highway, north of the project area, on Wednesday, November 7, 2012 at locations used for Historical Traffic Station Maps (HDOT) (see Appendix B). Average daily traffic (ADT) at these locations is shown in Table 2. The ADT along Queen Ka ahumanu Highway is higher between Kaiminani Drive and OTEC Road than at the location north of Keāhole Airport Road. This is most likely due to more existing development south of Keāhole Airport Road. Table 2: Existing (2012) ADT Roadway HDOT Station Location ADT B MP 91.50, north of Keāhole Airport Road 15,290 Queen Ka ahumanu MP 93.74, between Kaiminani Drive and Highway 000T8M 23,410 OTEC Road Māmalahoa Highway B MP 24.96, north of Makalei Drive 4,220 Comparisons to counts taken by Historical Traffic Station Maps (HDOT) and used in the 2004 TIAR and prior studies are included in Table 3. This shows a variation in traffic volumes over the past seven years, with an overall decline in ADT along Queen Ka ahumanu Highway north of Keāhole Airport Road, displaying the irregularity of traffic volumes in this area. This may be caused by economic issues. Table 3: Historical ADT Comparison ADT Roadway HDOT Station * 2006 * 2008 * 2010 * 2012 Queen Ka ahumanu B ,840 17,390 15,510 15,290 Highway Compounded Annual Growth Rate (as % -3.44% -2.53% compared 2006 counts) Queen Ka ahumanu 000T8M N/A 23,190 22,930 23,410 Highway Compounded Annual Growth Rate (as % 0.24% compared to 2008 counts) Māmalahoa Highway B ,250 4,310 4,030 4,220 Compounded Annual Growth Rate (as % -1.32% -0.12% compared to 2006 counts) * - Source: Historical Traffic Station Maps (HDOT) 13

19 Palamanui Traffic Impact Report Update SSFM International C. Level of Service 1. Methodology Level of service (LOS) is an operational analysis rating system used in traffic engineering to measure the effectiveness of roadway operating conditions. There are six LOS ranging from A to F. LOS A is defined as being the least interrupted flow conditions with little or no delays, whereas LOS F is defined as conditions where extreme delays exist. Guidelines from the Statewide Uniform Design Manual for Streets and Highways (HDOT, 1980) and A Policy on Geometric Design of Highways and Streets (AASHTO, 2011) state that an appropriate LOS for an urban arterial, which is the classification of Queen Ka ahumanu Highway and Māmalahoa Highway in the project area, is LOS C or D. Intersection LOS and delay were determined for the AM and PM peak hours using Synchro 8.0 traffic analysis software and analyzed using HCM (TRB, 2010) methodologies. As stated in the Highway Capacity Manual (HCM) (TRB, 2010), LOS for a two-way stop controlled (TWSC) intersection is determined by the measured control delay (see Table 4) and is defined for each minor movement, not for the intersection as a whole. Vehicles traveling along the major, free-flow road, of a TWSC intersection, proceed through with minimal delay. Those vehicles approaching the intersection along the minor movement are controlled by a stop sign and thus experience delay attributable to the volume of vehicles passing along the free-flow road and the gaps available. Table 4: LOS Criteria for Unsignalized Intersections Average Control Delay LOS by v/c Ratio (s/veh) <=1.0 > A F >10 and 15 B F >15 and 25 C F >25 and 35 D F >35 and 50 E F >50 F F Source: HCM (TRB, 2010) The LOS analysis for signalized intersections is based on average total vehicle delay based on the methodologies of the HCM (TRB, 2010), as shown in Table 5. High numbers of vehicles passing the intersection, long cycle lengths, inappropriate signal phasing, or poor signal progression can result in long delays, and consequently poor LOS. 14

20 Palamanui Traffic Impact Report Update SSFM International Table 5: LOS Criteria for Signalized Intersections Average Control Delay LOS by v/c Ratio (s/veh) <=1.0 > A F >10 and 20 B F >20 and 35 C F >35 and 55 D F >55 and 80 E F >80 F F Source: HCM (TRB, 2010) Another measure of intersection delay is the volume to capacity (v/c) ratio. This is the ratio of the volume of traffic utilizing the intersection compared to the maximum volume of vehicles that can be accommodated by the intersection during a specific period of time. A v/c ratio under 0.85 means the intersection is operating under capacity and excessive delays are not experienced. An intersection is operating near its capacity when v/c ratios range from 0.85 to Unstable flows are expected when the v/c ratio is between 0.95 and 1.0. Any v/c ratio greater than or equal to 1.0 indicates that the intersection is operating at or above capacity which results in a LOS F. A traffic movement can have a poor LOS but low v/c which suggests that the traffic volumes along that movement are low but have to wait a long time to make the movement. This is common for low volume protected turn movements or side streets that have to wait through a long cycle length for their split to come up. 2. Existing (2014) Intersection Conditions Analysis of existing (2014) intersection conditions shows the majority of intersections and individual traffic movements operating at appropriate delay and LOS (see Table 6 and 7). The existing LOS of the eastbound left movement at Māmalahoa Highway and Kaiminani Drive resulted in LOS E and LOS F during the AM and PM peak hours respectively but has low v/c suggesting the turn movement was operating under capacity. Additionally, the eastbound left movement at Queen Ka ahumanu Highway and Keāhole Airport Road resulted in LOS E during the AM peak hour but had v/c less than 1.0. During the AM peak hour, the westbound left movement at Queen Ka ahumanu Highway and Kaiminani Drive resulted in LOS F and a v/c ratio above 1.0 which suggests that movement is over capacity. Although the movements operate poorly, the intersection has an appropriate LOS suggesting that changes in signal timing could potentially alleviate delay. Detailed analysis reports for these intersections during Existing (2014) conditions are provided in Appendix C. 15

21 Palamanui Traffic Impact Report Update SSFM International Unsignalized Intersection Kaiminani Drive and Ane Keohokalole Highway/Main Street Māmalahoa Highway and Kaiminani Drive Table 6: Existing (2014) Unsignalized Intersection Level of Service AM PM Approach Movement Delay Delay v/c LOS (sec) (sec) v/c LOS Northbound Left D C Through-Right A B Eastbound Left A A Westbound Left A A Southbound Left-Through- Right C B Northbound Left B A Eastbound Left E F Right D B Table 7: Existing (2014) Signalized Intersection Level of Service Signalized Intersection AM PM Approach Movement Delay Delay v/c LOS (sec/veh) (sec/veh) v/c LOS Queen Ka ahumanu Highway and Keāhole Airport Road A A Eastbound Left E D Northbound Left A A Through-Right A A Southbound Left A A Through A A Queen Ka ahumanu Highway and Kaiminani Drive D B Westbound Left F D Northbound Through C A Southbound Left B A Through B A 3. Existing Conditions Mitigation a) Queen Ka ahumanu Highway and Keāhole Airport Road Although the eastbound left movement at Queen Ka ahumanu Highway and Keāhole Airport Road has a poor LOS, the total intersection LOS was appropriate and changes in signal timings could potentially alleviate delay. b) Queen Ka ahumanu Highway and Kaiminani Drive The westbound left turn movement at Queen Ka ahumanu Highway and Kaiminani Drive operates poorly and is over capacity. Since the intersection operated at an appropriate LOS, the changes in signal timing could possibly alleviate delay. However, it is anticipated that with the widening of Queen Ka ahumanu Highway, the westbound approach along Kaiminani Drive will be modified to include dual left turn movements. 16

22 Palamanui Traffic Impact Report Update SSFM International c) Māmalahoa Highway and Kaiminani Drive The eastbound left movement at the unsignalized intersection of Māmalahoa Highway and Kaiminani Drive resulted in poor LOS. The signalization of a stop sign controlled intersection can allow for motorists approaching from the minor street to make movements through the protection of a traffic signal as opposed to waiting for a gap in the major street traffic. This can serve to mitigate delay to the minor street although adds delay to the major street that otherwise would not exist in a two-way stop sign controlled intersection. (i) Traffic Signal Warrant Methodology Per standard traffic engineering practice, prior to the signalization of an intersection an engineering study of traffic conditions, pedestrian characteristics, and physical characteristics of the location shall be performed to determine whether installation of a traffic signal is justified. The Manual on Uniform Traffic Control Devices for Streets and Highways (MUTCD) (FHWA, 2009) lists eight warrants for consideration of providing a traffic signal at an intersection. When being used for future planning purposes, vehicular volumes are the primary warrants considered. With the traffic volume data available, four-hour and peak hour traffic signal warrants were considered. Palamanui is located within the Kalaoa area in North Kona. With a 2010 population in the Kalaoa CDP less than 10,000 and the speed limit greater than 40 mph along Māmalahoa Highway, a 70% factor is appropriate for use with the signal warrant analysis. For minor-street approaches with two lanes, 80 vehicles per hour is the lower threshold for consideration of a four-hour traffic signal warrant and 100 vehicles per hour is the lower threshold for consideration of a peak hour traffic signal warrant. (ii) Traffic Signal Warrants for Existing Conditions Peak Hour Volume and Four-Hour Volume traffic signal warrants passed for the unsignalized intersection of Māmalahoa Highway and Kaiminani Drive. Appendix C includes the details of the traffic signal warrant analysis. As a signalized intersection, intersection LOS improved to appropriate conditions (see Table 8). Appendix C also includes the detailed analysis reports for the signalization of Māmalahoa Highway and Kaiminani Drive intersection. Table 8: Existing (2014) Mitigation Intersection Level of Service Signalized Intersection AM PM Approach Movement Delay Delay v/c LOS (sec/veh) (sec/veh) v/c LOS Māmalahoa Highway and Kaiminani Drive B A Eastbound Left B A Right C B Northbound Left B A Through A A Southbound Through A A 17

23 Palamanui Traffic Impact Report Update SSFM International V. FUTURE WITHOUT PROJECT CONDITIONS Construction of Palamanui is not anticipated to start until 2017 with future full build conditions by Future conditions were analyzed for 2019, 2024 and This reflects periods five, ten, and twenty years from existing conditions (as required in Hawai i County Code, Section Concurrency requirements). A. Surrounding Area Conditions 1. Roadway Construction The Palamanui development partners contributed $4.4 million to pay for Road 3A (also referred to as Main Street) which was completed May 31, 2012 although it is not currently open. The road is owned by the University of Hawai i, located on DLNR lands, and will serve as the only paved access when the West Hawai i Campus opens in Fall The Queen Ka ahumanu Highway Widening, Phase 2, Kealakehe Parkway to Keāhole Airport Road, project will widen the existing highway to four lanes as well as complete intersection improvements. Initial design has been completed and despite delays, and potential need for redesign, start of construction is expected to occur in the next couple of years. Design and construction for additional widening from Keāhole Airport Road to Kawaihae Road was not included in the Statewide Transportation Improvements Program (STIP- R19, Sept 2014) and therefore was not considered for future conditions. By not including the widening of Queen Ka ahumanu Highway from Keāhole Airport Road to Kawaihae Road, it allows for analysis of worst case conditions along Queen Ka ahumanu Highway to determine whether there will be future capacity constraints. The Ane Keohokalole Highway, also referred to as the Mid-Level Highway, was recently opened in June 2012 for the section between Palani Road (south of Kealakehe Parkway) to Hina Lani Street. Further construction of the road, from Hina Lani Street to Kaiminani Drive, by the COH is planned although nothing has been confirmed or is shown in the STIP. Future widening of the road is also planned although is not shown in the STIP. As a part of the widening of Queen Ka ahumanu Highway for Phase 2, access to Natural Energy Laboratory of Hawai i Authority (NELHA) and Hawai i Ocean Science and Technology Park will be restricted. The intersection of Queen Ka ahumanu Highway and OTEC Road (also referred to as Makako Bay Drive) will become a right-in right-out intersection. To alleviate the limited access, NELHA and HDOT are proposing to open a makai leg at the signalized intersection of Queen Ka ahumanu Highway and Kaiminani Drive. A one-mile frontage road from OTEC Road to the makai leg of Kaiminani Drive will provide access to Queen Ka ahumanu Highway. The first phase will include the opening of the makai leg at Queen Ka ahumanu Highway and Kaiminani Drive and constructing the frontage road from the makai leg to OTEC Road. The second phase will provide direct connections to Kona International Airport and possibly signalizing the intersection of OTEC Road and Queen Ka ahumanu Highway (WestHawai itoday.com, July 2014); however phase 2 will not occur until It is anticipated that future roadway construction by HDOT will include the Daniel K. Inouye Highway (aka. Saddle Road) extension to Queen Ka ahumanu Highway. With completion of this roadway extension, it is 18

24 Palamanui Traffic Impact Report Update SSFM International believed that vehicles from Honoka a, Waimea and Hilo will utilize this road when accessing Kona International Airport, Costco, and the future Palamanui development, instead of traveling along Māmalahoa Highway and Kaiminani Drive. The design of the Daniel K. Inouye Highway extension is included in the STIP for fiscal year At the time of this report, the project was still in the preliminary stages and there was no set schedule for design and construction (WestHawai itoday.com, May 2014). Therefore, this project will not be considered credible for construction by Surrounding Developments Future developments in the vicinity of the project area identified in the Kailua-Kona Regional Project Development Map (see Appendix D). These were researched for their latest status and all developments considered credible for construction by 2034 were included in the future analysis. Because specific phasing of individual surrounding area development was uncertain, this analysis of future 2019, 2024 and 2034 conditions used 33%, 66%, and 100% as the respective percent build of all credible developments. See Appendix D for details on the project description and assumed status of developments in the area. The following developments are considered credible for construction: Kona Judiciary Complex DHHL Villages of Laiopua Kaloko Industrial Park Kamakana Villages at Keauholu West Hawai i Business Park West Hawai i Civic Center Queen Liliuokalani Trust Lands Lanihau Shopping Center Phase II Mohala Kona Village Kaloko Heights Kona 327 (Kona View Estates) Kula Nei Honokohau Village Shores of Kohanaiki Lokahi Makai Makalei Estates Project related trips for the developments in this list were taken from their respective traffic reports, where available, to reflect changes in the proposed build. Future (2034) traffic volumes considered the projected background growth and related development trip projections. B. Geometric Conditions Resulting roadway construction and intersection lane configuration used for Future Without Project conditions includes the Phase 2 widening of Queen Ka ahumanu Highway up to the intersection with Keāhole Airport Road and the inclusion of a makai leg at the intersection of Queen Ka ahumanu Highway and Kaiminani Drive with separate left-turn, straight through, and right-turn lanes. The lane configurations for Future Without Project conditions are shown in Figure 6. 19

25 1 Queen Ka ahumanu Highway S Keāhole Airport Road 4 Ane Keohokalole Highway Legend Stop Sign Analyzed Intersection Unsignalized Intersection Signalized Intersection # U S Queen Ka ahumanu Highway Main Street Māmalahoa Highway U Kaiminani Drive U Kaiminani Drive Kaiminani Drive S Access Road Figure 6: Future Without Project Lane Configuration Palamanui North Kona, Island of Hawai i Ane Keohokalole Highway

26 Palamanui Traffic Impact Report Update SSFM International C. Volumes 1. Background Growth AM and PM intersection peak hour traffic counts taken between 2003 and 2014 show a 0.86% and 0.63% in annual compounded growth rate respectively. Comparing historical traffic counts taken along Queen Ka ahumanu Highway, a cumulative traffic volume decrease of 2.53% per year between 2006 and 2012 was calculated north of Keāhole Airport Road. A cumulative growth of 0.24% per year between 2008 and 2012 was calculated between Kaiminani Drive and OTEC Road. This irregularity in traffic volumes reflects the actual conditions of the region over the past ten years. Various recent traffic reports for proposed developments in the area used growth rates between 0.5% and 4.5%. Over the next 20 years, for Future (2034) conditions, this amounts to a 10% to 141% increase in traffic. The following traffic report projections reflect a trend in the area towards a smaller projected background growth, more reflective of actual conditions realized: The 2004 TIAR projected a cumulative 4.5% increase in traffic volumes along Queen Ka ahumanu Highway. A 4.5% cumulative growth rate projection was also used in prior studies which made reference to the value obtained from the 2004 TIAR and the Keāhole to Honaunau Regional Circulation Plan (County of Hawai i Planning Department, 2002). In the analysis of Future (2028) conditions, the Traffic Impact Analysis for the Proposed Ane Keohokalole Extension (F&P, April 2009) notes that the addition of background growth in addition to all surrounding area development would overestimate growth over the 21-year period and therefore, the ambient (background) growth at each turning movement represents the total growth except in locations where the related project growth is larger. At these locations, the related project growth is assigned as the total growth. The latest surrounding area study obtained from the Office of Environmental Quality Control (OEQC) website, Traffic Assessment Report for the Proposed Kona Judiciary Complex (TMC, July 7, 2011), utilized a background growth rate of 0.5% for all movements through Considering actual traffic volume growth over the past 10 years and projected growth rates used in recent traffic reports, it was concluded that background growth is more modest than previously used in the 2004 TIAR. To account for these conditions, a rate of 0.5% was applied to the Existing (2014) peak hour traffic volumes along Queen Ka ahumanu Highway. Using a larger anticipated background growth and similar traffic volumes to the Existing (2014) conditions, prior studies concluded that full development of Palamanui can be accommodated without traffic using Makalei Drive or University Drive Extension. That conclusion still holds true for the updated projections, as will be shown in the Future With Project analysis. For determination of potential capacity constraints along Queen Ka ahumanu Highway using the proposed intersection design at University Drive, the study intersections along Queen Ka ahumanu Highway were analyzed. In HDOT Historical Traffic Maps, Māmalahoa Highway showed a general decrease in ADT from 2006 to The Hawai i Long Range Land Transportation Plan (HLRLTP) TransCAD model (CH2M Hill, 2013) projects a compounded annual increase of 3.8% along Māmalahoa Highway through Recent traffic reports in the surrounding area used growth rates of 2-5%. Despite a decrease in traffic volumes during 21

27 Palamanui Traffic Impact Report Update SSFM International the recession years of , a rate of 0.5% was applied to the Existing (2014) peak hour traffic volumes along Māmalahoa Highway which projects a 0.5% annual growth in the area and a 1.5% annual growth for the surrounding area developments. 2. Future Without Project Peak Hour Volumes Future Without Project volumes for the years 2019, 2024 and 2034 include the growth of the area and the growth from the surrounding area developments (see Figures 7 through 9). 22

28 Queen Ka ahumanu Highway 1 (782) 501 (44) 73 1 S 2 (88) 28 3 Keāhole Airport Road (620) 261 (176) (314) 156 Ane Keohokalole Highway Unsignalized Intersection Signalized Intersection U S Legend Analyzed Intersection # (#) AM (PM) Peak Hour Volume (Veh/Hr) # Queen Ka ahumanu Highway Main Street Māmalahoa Highway (419) 684 (55) (24) 769 (269) 3 (5) (22) 14 (2) 0 (37) 24 (222) 69 (877) 588 (5) 5 U Kaiminani Drive U Kaiminani Drive Kaiminani Drive 231 (103) 5(5) 643 (269) S (82) 52 (250) 266 Access Road 284 (543) 151 (204) 1 (2) 0 (0) 68 (29) (40) 68 (704) 155 (34) (544) 646 (668) 95 (45) (27) 21 (23) 4 (5) 5 Figure 7: Future (2019) Without Project Peak Hour Volume Palamanui North Kona, Island of Hawai i Ane Keohokalole Highway

29 Queen Ka ahumanu Highway 1 (888) 613 (45) 75 1 S 2 (89) 28 3 Keāhole Airport Road (729) 289 (204) (349) 185 Ane Keohokalole Highway Unsignalized Intersection Signalized Intersection U S Legend Analyzed Intersection # (#) AM (PM) Peak Hour Volume (Veh/Hr) # Queen Ka ahumanu Highway Main Street Māmalahoa Highway (465) 759 (80) (49) 866 (302) 3 (5) (32) 29 (2) 0 (82) 54 (246) 100 (993) 669 (10) 5 U Kaiminani Drive U Kaiminani Drive Kaiminani Drive 245 (120) 10 (10) 752 (327) S (99) 67 (276) 299 Access Road 315 (603) 187 (230) 1 (2) 0 (0) 69 (29) (105) 163 (790) 179 (35) (667) 719 (782) 105 (50) (33) 25 (27) 5 (5) 5 Figure 8: Future (2024) Without Project Peak Hour Volume Palamanui North Kona, Island of Hawai i Ane Keohokalole Highway

30 Queen Ka ahumanu Highway 1 (1,022) 739 (47) 78 1 S 2 (94) 30 3 Keāhole Airport Road (854) 323 (237) (393) 220 Ane Keohokalole Highway Unsignalized Intersection Signalized Intersection U S Legend Analyzed Intersection # (#) AM (PM) Peak Hour Volume (Veh/Hr) # Queen Ka ahumanu Highway Main Street Māmalahoa Highway (568) 927 (111) (79) 987 (342) 3 (6) (57) 44 (2) 0 (128) 94 (282) 133 (1,135) 827 (20) 5 U Kaiminani Drive U Kaiminani Drive Kaiminani Drive 271 (139) 20 (20) 881 (387) S (132) 89 (345) 368 Access Road 384 (736) 238 (287) 1 (2) 0 (0) 73 (31) (176) 259 (896) 209 (36) (807) 810 (913) 115 (60) (40) 30 (30) 5 (5) 5 Figure 9: Future (2034) Without Project Peak Hour Volume Palamanui North Kona, Island of Hawai i Ane Keohokalole Highway

31 Palamanui Traffic Impact Report Update SSFM International 3. Future Without Project 24-Hour Volumes The result of projected future growth along Queen Ka ahumanu Highway and Māmalahoa Highway is shown in Table 9. The findings show that there is an assumed increase over time along these roadways. Roadway Queen Ka ahumanu Highway Māmalahoa Highway Table 9: Future Without Project ADT Comparison Location Future Without Project ADT North of Keāhole Airport Road 17,700 20,300 23,400 Between Kaiminani Drive and OTEC Road 29,000 34,000 40,100 North of Makalei Drive 4,600 5,300 6,600 D. Level of Service 1. Future Without Project Intersection Conditions Intersection LOS for the Future Without Project for 2019 condition is shown in Tables 10 through 11. Detailed analysis reports for these intersections during Future Without Project conditions for 2019 is provided in Appendix E. As identified for existing conditions, the unsignalized intersection of Māmalahoa Highway and Kaiminani Drive operates with poor LOS for future conditions. The unsignalized intersection of Kaiminani Drive and Ane Keohokalole Highway/Main Street also results in poor LOS for the northbound left movement. Intersection LOS remained appropriate for all signalized intersections. Unsignalized Intersection Kaiminani Drive and Ane Keohokalole Highway/Main Street Māmalahoa Highway and Kaiminani Drive Table 10: Future (2019) Without Project Unsignalized Intersection Level of Service AM PM Approach Movement Delay Delay v/c LOS (sec) (sec) v/c LOS Northbound Left F D Through-Right A B Eastbound Left B A Westbound Left-Through- Right A A Left D D Southbound Through A C Right C B Northbound Left B A Eastbound Left F F Right F C 26

32 Palamanui Traffic Impact Report Update SSFM International Table 11: Future (2019) Without Project Signalized Intersection Level of Service Signalized Intersection AM PM Delay Delay Approach Movement v/c LOS v/c LOS (sec/veh) (sec/veh) Queen Ka ahumanu Highway and Keāhole A A Airport Road Eastbound Left D D Left A A Northbound Through A A Southbound Through A A Queen Ka ahumanu Highway and Kaiminani Drive C B Eastbound Left C D Through C D Westbound Left-Through C D Northbound Left D E Through B B Southbound Left D D Through-Right B A Intersection LOS for the Future Without Project for 2024 condition is shown in Tables 12 through 13. Detailed analysis reports for these intersections during Future Without Project conditions for 2024 is provided in Appendix F. Similar to Future (2019) Without Project conditions, the unsignalized intersection of Māmalahoa Highway and Kaiminani Drive operates with poor LOS. The unsignalized intersection of Kaiminani Drive and Ane Keohokalole Highway/Main Street also results in poor LOS for the northbound left movement and southbound left and through movements. Intersection LOS remained appropriate for all signalized intersections. Unsignalized Intersection Kaiminani Drive and Ane Keohokalole Highway/Main Street Māmalahoa Highway and Kaiminani Drive Table 12: Future (2024) Without Project Unsignalized Intersection Level of Service AM PM Approach Movement Delay Delay v/c LOS (sec) (sec) v/c LOS Northbound Left F F Through-Right A C Eastbound Left B A Westbound Left-Through- Right A A Left F F Southbound Through A E Right C B Northbound Left B A Left F F Eastbound Right F C 27

33 Palamanui Traffic Impact Report Update SSFM International Table 13: Future (2024) Without Project Signalized Intersection Level of Service Signalized Intersection AM PM Delay Delay Approach Movement v/c LOS v/c LOS (sec/veh) (sec/veh) Queen Ka ahumanu Highway and Keāhole A A Airport Road Eastbound Left D D Left A A Northbound Through A A Southbound Through A A Queen Ka ahumanu Highway and Kaiminani Drive C C Eastbound Left C C Through C C Westbound Left-Through C C Northbound Left D D Through C B Southbound Left D D Through-Right C B Intersection LOS for the Future Without Project for 2034 condition is shown in Tables 14 through 15. Detailed analysis reports for these intersections during Future Without Project conditions for 2034 is provided in Appendix G. Similar to Future (2024) Without Project conditions, the unsignalized intersection of Māmalahoa Highway and Kaiminani Drive operates with poor LOS. The unsignalized intersection of Kaiminani Drive and Ane Keohokalole Highway/Main Street also results in poor LOS for the northbound left movement and southbound left and through movements. Intersection LOS remained appropriate for all signalized intersections. Unsignalized Intersection Kaiminani Drive and Ane Keohokalole Highway/Main Street Māmalahoa Highway and Kaiminani Drive Table 14: Future (2034) Without Project Unsignalized Intersection Level of Service AM PM Approach Movement Delay Delay v/c LOS (sec) (sec) v/c LOS Northbound Left F F Through-Right A C Eastbound Left C A Westbound Left-Through- Right A B Left F F Southbound Through A F Right D B Northbound Left C B Left F F Eastbound Right F E 28

34 Palamanui Traffic Impact Report Update SSFM International Table 15: Future (2034) Without Project Signalized Intersection Level of Service Signalized Intersection AM PM Delay Delay Approach Movement v/c LOS v/c LOS (sec/veh) (sec/veh) Queen Ka ahumanu Highway and Keāhole A A Airport Road Eastbound Left E D Left A A Northbound Through A A Southbound Through A A Queen Ka ahumanu Highway and Kaiminani Drive C C Eastbound Left D C Through D C Westbound Left-Through D C Northbound Left F D Through C C Southbound Left E D Through-Right C B Although not considered to be constructed by 2034, the Daniel K. Inouye Highway extension to Queen Ka ahumanu Highway will likely reduce the volume of vehicles traveling along Māmalahoa Highway and Kaiminani Drive, thereby improving the operations at study intersections along these routes. 2. Mitigation for Future Without Project Conditions a) Māmalahoa Highway and Kaiminani Drive The eastbound left movement at the unsignalized intersection of Māmalahoa Highway and Kaiminani Drive continues to operate poorly in future conditions. The signalization of this intersection would result in overall intersection LOS B or better during Future (2019) Without Project conditions (see Table 16). Table 16: Future (2019) Without Project Mitigation Intersection Level of Service at Māmalahoa Highway and Kaiminani Drive Signalized Intersection AM PM Approach Movement Delay Delay v/c LOS (sec/veh) (sec/veh) v/c LOS Māmalahoa Highway and Kaiminani Drive B A Eastbound Left C B Right D B Northbound Left C A Through A A Southbound Through-Right B A 29

35 Palamanui Traffic Impact Report Update SSFM International The signalized intersection results in overall operations LOS D or better during Future (2024) Without Project conditions (see Table 17). Table 17: Future (2024) Without Project Mitigation Intersection Level of Service at Māmalahoa Highway and Kaiminani Drive Signalized Intersection AM PM Approach Movement Delay Delay v/c LOS (sec/veh) (sec/veh) v/c LOS Māmalahoa Highway and Kaiminani Drive D B Eastbound Left C B Right F C Northbound Left D B Through A A Southbound Through-Right B A The signalized intersection resulted in LOS F for Future (2034) Without Project conditions (see Table 18). To mitigate this problem, the Kaiminani Drive eastbound right turn could be channelized with an acceleration lane along the receiving leg of Māmalahoa Highway. This would result in overall operations of LOS B or better (see Table 19). Table 18: Future (2034) Without Project Mitigation Intersection Level of Service at Māmalahoa Highway and Kaiminani Drive Approach Signalized Intersection AM PM Movement Delay Delay v/c LOS (sec/veh) (sec/veh) v/c Māmalahoa Highway and Kaiminani Drive F C Eastbound Left E C Right F F Northbound Left F C Through A A Southbound Through-Right B A LOS 30

36 Palamanui Traffic Impact Report Update SSFM International Table 19: Future (2034) Without Project Mitigation V.2 Intersection Level of Service at Māmalahoa Highway and Kaiminani Drive Approach Signalized Intersection AM PM Movement Delay Delay v/c LOS (sec/veh) (sec/veh) v/c Māmalahoa Highway and Kaiminani Drive B A Eastbound Left E C Right A A Northbound Left F A Through A A Southbound Through A A b) Kaiminani Drive and Ane Keohokalole Highway/Main Street Due to the poor LOS at the unsignalized intersection of Kaiminani Drive and Ane Keohokalole Highway/Main Street, the traffic volumes were analyzed for signal warrant, as recommended in the TIAR for UHWH (PRA, 2010). The traffic signal warrant passed in 2024 (see Appendix F). The signalization of this intersection would result in LOS D or better during Future (2024) and Future (2034) Without Project conditions (see Table 20 through 21). Table 20: Future (2024) Without Project Mitigation Intersection Level of Service at Kaiminani Drive and Ane Keohokalole/Main Street Signalized Intersection AM PM Approach Movement Delay Delay v/c LOS (sec/veh) (sec/veh) v/c LOS Kaiminani Drive and Ane Keohokalole Highway/Main Street C B Eastbound Left D C Through-Right A A Westbound Left F E Through-Right B A Northbound Left C B Through-Right C B Left C B Southbound Through A B Right C B LOS 31

37 Palamanui Traffic Impact Report Update SSFM International Table 21: Future (2034) Without Project Mitigation Intersection Level of Service at Kaiminani Drive and Ane Keohokalole/Main Street Signalized Intersection AM PM Approach Movement Delay Delay v/c LOS (sec/veh) (sec/veh) v/c LOS Kaiminani Drive and Ane Keohokalole Highway/Main Street D B Eastbound Left F C Through-Right A B Westbound Left F E Through-Right F A Northbound Left E C Through-Right E C Left E C Southbound Through A B Right E C 32

38 Palamanui Traffic Impact Report Update SSFM International VI. FUTURE WITH PROJECT CONDITIONS A. Geometric Conditions Access to the Palamanui development will come through the signalized intersection of Queen Ka ahumanu Highway at University Drive which is currently scheduled for construction concurrent with initial development increments in the town center and trade center area. The signalized intersection lane configuration will be considered in Future With Project conditions for 2019, 2024 and 2034 as established in a proposed intersection design. Future analysis will be considered for the segment of Queen Ka ahumanu Drive, north of Keāhole Airport Road, as a two-lane road. Future With Project lane configurations shown in Figure 10 will be similar to Future Without Project conditions with the addition of the intersection of Queen Ka ahumanu Highway and University Drive. The intersections of Māmalahoa Highway at Kaiminani Drive and Kaiminani Drive at Ane Keohokalole Highway/Main Street were considered to be signalized for Future With Project conditions due to them passing signal warrants under Existing and Future Without Project conditions respectively. It can be assumed that should these intersections not be signalized, that certain turn movement operations will continue to worsen beyond the LOS F that is already projected for Future (2019) Without Project conditions. Existing lane configurations were used at these intersections. B. Volumes 1. Project Related Volumes Palamanui proposes to develop approximately 1,116 residential units of which approximately 50% will be single family detached and 50% multi-family (condominium or apartments). In addition, there will also be a 120-room business hotel and approximately 200,000 square feet of commercial/retail space. Construction is expected to start in Full build out and occupancy is anticipated to occur by Table 22 shows the breakdown of the development for each year of analysis. Table 22: Projected Build per Analysis Year Analysis Single Family Year (Dwelling Unit) Multi-Family (DU) Hotel (Rooms) Commercial (Sq. Ft.) , , ,000 Total ,000 33

39 3Keāhole Airport Road 1 Queen Ka ahumanu Highway 1 University Drive S Ane Keohokalole Highway Legend Stop Sign Analyzed Intersection Unsignalized Intersection Signalized Intersection # U S S 4 5 Main Street Māmalahoa Highway S Kaiminani Drive S Kaiminani Drive Kaiminani Drive S Access Road Ane Keohokalole Highway Figure 10: Future With Project Lane Configuration Palamanui North Kona, Island of Hawai i

40 Palamanui Traffic Impact Report Update SSFM International a) Trip Generation (i) Methodology Project related volumes for Palamanui were calculated using rates/formula from the Trip Generation 8 th Edition (ITE, 2008), which is based on national studies of trip generation of similar land uses, and in line with standard traffic engineering practice. Values were used for the adjacent roadway s peak hours. Rates/formula are dependent on projected tenant land use size per individual unit of measurement. Methodologies described in the Trip Generation Handbook, 2 nd Edition (ITE, June 2004) were used to determine whether the projected tenant s average rates or formula should be used in determining trip generation results as documented in Table 23. Table 23: Trip Generation Rates/Formula Land Use [ITE Code] Independent Variable Trip Rate/Formula AM Peak Hour PM Peak Hour Single Family [210] Dwelling Unit (DU) T=0.70X+9.74 lnt=0.90lnx+0.51 Residential Condo/Townhouse (Multi-Family) [230] Dwelling Unit (DU) lnt=0.80lnx+0.26 lnt=0.82lnx+0.32 Hotel [310] Occupied Rooms T=0.67X T=0.70X Shopping Center [820] 1,000 sq. ft. Gross Leasable Area (GLA) lnt=0.59lnx+2.32 lnt=0.67lnx+3.37 Source: Trip Generation, 8 th Edition (ITE, 2008) (ii) Trip Generation Calculations Resulting project related trips of Palamanui per analysis year 2019, 2024 and 2034 are shown in Table

41 Palamanui Traffic Impact Report Update SSFM International Land Use [ITE Code] Single Family Detached Housing [210] Condominium/ Townhouse [230] Hotel [310] Shopping Center [820] Analysis Year Table 24: Total Project Related Volumes Trip Generation Quantity per Analysis Year Units AM Trip Generation PM Total Enter Exit Total Enter Exit Dwelling Units TOTAL Dwelling Units TOTAL Occupied Rooms TOTAL ,000 Sq. ft ,000 Gross ,000 Leasable TOTAL 200,000 Area , TOTAL TRIPS GENERATED 1, ,364 1,287 1,077 TOTAL TRIPS GENERATED IN TOTAL TRIPS ADDED IN TOTAL TRIPS ADDED IN The Trip Generation Handbook, Second Edition (ITE, 2004) states that although total project trips are calculated for individual developments, as shown in Table 21, the total trips added to the roadway system will not necessarily be the sum of these trips due to the occurrence of trips made internal to the development, multiple stops/destinations occurring within the same trip (passerby), capturing trips from existing vehicles along the roadway network (diverted), and the use of alternate forms of transportation than passenger vehicles. Internal/External Trips Primary trips may be either internal or external of the development. For this study, primary internal trips are considered to be those made with origin and destination within Palamanui and to the adjacent UHWH campus. The Trip Generation Handbook, Second Edition (ITE, 2004) estimates an average of 36 percent reduction for internal trips in mixed use developments. Therefore, primary internal trips were assumed to be 35 percent of the total trips during the peak hours. Primary external trips are those that start or end within Palamanui with the other side of the trip being external to the development. Primary external trips are comprised of the remainder of all trips not 36

42 Palamanui Traffic Impact Report Update SSFM International associated with internal trips and are considered to be the majority of all trips made. It was assumed that 10% of external trips were going to/coming from the residential subdivisions along Kaiminani Drive. For this analysis no traffic was assigned to Makalei Drive or University Drive Extension (Road 1). Passerby/Diverted Trips No reduction was taken from the total external calculation for passerby or diverted trips to consider worst case scenario. Because of this, there is potential for the resulting trip generation to be less than calculated. Modal Shift Palamanui will connect the residential and commercial area within the development to the adjacent college campus of UHWH. The TCRP Report 128: Effects of TOD on Housing, Parking and Travel (TRB, 2008) states that TOD projects have been found to result in vehicle trip reduction rates that are 44% to 49% less than would otherwise be observed using unadjusted ITE vehicle trip generation rates. Despite this rate, no reduction was taken as a result of modal change. The project will likely not realize this shift in transportation mode until the development and infrastructure is in place to support it. Similar to passerby and diverted reduction, by not using a reduction for the change in modal use represents the worst case scenario for the project development and thus there is potential for the resulting trip generation to be less than calculated. (iii) Peak Hour Trip Generation Resulting internal and external vehicular project related vehicular trip generation per analysis year is shown in Table 25 below. Table 25: Total Internal-External Project Related Volumes Trip Generation Analysis Year Number of Trips Generated Trip Type AM PM Total Enter Exit Total Enter Exit Internal External Total Internal External Total Internal External Total b) Trip Distribution/Assignment (i) Methodology Following trip generation, trip distribution matches trip maker s origins and destinations to determine the number of trips from each development. Traffic assignment involves the selection of routes between the 37

43 Palamanui Traffic Impact Report Update SSFM International specified origins and destinations. The external trips were distributed using the distribution from the TIAR for UHWH (PRA, 2010) as shown below: 22% of the external trips approach and depart via Queen Ka ahumanu Highway north of the project; 47% of the external trips approach and depart via Queen Ka ahumanu Highway south of the project; 20% of traffic was projected to approach and depart via Māmalahoa Highway north of the project; 11% of traffic was projected to approach and depart via Māmalahoa Highway south of the project. (ii) Peak Hour Trip Distribution/Assignment Resulting project related peak hour volumes at the study intersections are shown in Figures 11 through Future With Project Peak Hour Volumes Project related volumes for 2019, 2024 and 2034 were added to the Future Without Project traffic volumes for the resulting Future With Project peak hour traffic volumes shown in Figures 14 through 16. These were used in the analysis for Future With Project conditions for 2019, 2024 and Future 24-Hour Volumes The result of future growth and project related traffic along Queen Ka ahumanu Highway is shown in Table 26. Roadway Queen Ka ahumanu Highway Māmalahoa Highway Table 26: Future With Project ADT Comparison Location Future With Project ADT North of Keāhole Airport Road 18,300 21,900 26,600 Between Kaiminani Drive and OTEC Road 30,000 37,200 43,300 North of Makalei Drive 4,800 5,800 7,400 38

44 1 Queen Ka ahumanu Highway 1 University Drive 15 (31) 31 (67) (34) 13 2 S 3 27 (73) Ane Keohokalole Highway (60) 28 (7) 3 Legend Unsignalized Intersection Signalized Intersection U S Analyzed Intersection #(#) AM(PM) Peak Hour Volume (Veh/Hr) # S Māmalahoa Highway 4 5 Main Street (7) 3 24 (66) (31) 12 (61) 28 3Keāhole Airport Road S Kaiminani Drive 24 (61) S Kaiminani Drive (60) 28 (29) 13 (16) 7 Kaiminani Drive S 6 (17) Access Road 24 (66) Ane Keohokalole Highway Figure 11: 2019 Project Related Peak Hour Volumes Palamanui North Kona, Island of Hawai i

45 1 Queen Ka ahumanu Highway 1 University Drive 34 (52) 73 (111) (62) 20 2 S (133) 2 5 Ane Keohokalole Highway (100) 66 (11) 7 Legend Unsignalized Intersection Signalized Intersection U S Analyzed Intersection #(#) AM(PM) Peak Hour Volume (Veh/Hr) # S Māmalahoa Highway 4 5 Main Street (13) 4 39 (120) (57) 18 (99) 65 3Keāhole Airport Road S Kaiminani Drive 38 (119) S Kaiminani Drive (100) 66 (47) 31 (26) 17 Kaiminani Drive S 10 (31) Access Road Ane Keohokalole Highway 39 (120) Figure 12: 2024 Project Related Peak Hour Volumes Palamanui North Kona, Island of Hawai i

46 1 Queen Ka ahumanu Highway 1 University Drive 40 (55) 86 (118) (70) 20 2 S (149) 2 5 Ane Keohokalole Highway (106) 77 (12) 9 Legend Unsignalized Intersection Signalized Intersection U S Analyzed Intersection #(#) AM(PM) Peak Hour Volume (Veh/Hr) # S Māmalahoa Highway 4 5 Main Street (15) 4 39 (134) (63) 18 (106) 78 3Keāhole Airport Road S Kaiminani Drive 38 (133) S Kaiminani Drive (106) 77 (50) 37 (28) 20 Kaiminani Drive S 10 (35) Access Road Ane Keohokalole Highway 39 (134) Figure 13: 2034 Project Related Peak Hour Volumes Palamanui North Kona, Island of Hawai i

47 1 Queen Ka ahumanu Highway 1 (44) 33 (816) 554 University Drive 20 (41) 31 (67) 2 S (73) 658 (698) 2 5 Ane Keohokalole Highway (832) 509 (51) 76 Legend Unsignalized Intersection Signalized Intersection U S Analyzed Intersection #(#) AM(PM) Peak Hour Volume (Veh/Hr) # S Māmalahoa Highway 4 5 Main Street (95) 31 (314) 156 (86) 114 (419) (676) 261 (176) 47 (89) 769 (269) 3 (5) (83) 42 (2) 0 (27) 19 3Keāhole Airport Road S Kaiminani Drive S Kaiminani Drive 226 (93) 5 (5) 643 (269) (212) 49 (937) 616 (5) 5 (111) 65 (266) 273 Kaiminani Drive S 284 (543) 157 (221) 1 (2) 0 (0) 68 (29) (30) 48 (704) 155 (34) 16 Access Road (27) 21 (23) 4 (5) 5 Ane Keohokalole Highway 190 (544) 670 (734) 95 (45) Figure 14: Future (2019) With Project Peak Hour Volumes Palamanui North Kona, Island of Hawai i

48 1 Queen Ka ahumanu Highway 1 (126) 83 (903) 638 University Drive 64 (108) 104 (178) 2 S (206) 713 (793) 2 5 Ane Keohokalole Highway (1018) 657 (63) 85 Legend Unsignalized Intersection Signalized Intersection U S Analyzed Intersection #(#) AM(PM) Peak Hour Volume (Veh/Hr) # S Māmalahoa Highway 4 5 Main Street (109) 35 (349) 185 (465) 759 (168) (890) 289 (204) 130 (233) 866 (302) 3 (5) (192) 122 (2) 0 (57) 39 3Keāhole Airport Road S Kaiminani Drive S Kaiminani Drive 230 (95) 10 (10) 752 (327) (216) 50 (1153) 793 (10) 5 (175) 111 (318) 323 (75) 113 (790) 179 (35) 17 Kaiminani Drive S 315 (603) 203 (278) 1 (2) 0 (0) 69 (29 Access Road (33) 25 (27) 5 (5) 5 Ane Keohokalole Highway 278 (667) 782 (968) 105 (50) Figure 15: Future (2024) With Project Peak Hour Volumes Palamanui North Kona, Island of Hawai i

49 1 Queen Ka ahumanu Highway 1 (221) 113 (1014) 810 University Drive 85 (178) 117 (296) 2 S (355) 830 (908) 2 5 Ane Keohokalole Highway (1233) 830 (77) 97 Legend Unsignalized Intersection Signalized Intersection U S Analyzed Intersection #(#) AM(PM) Peak Hour Volume (Veh/Hr) # S Māmalahoa Highway 4 5 Main Street (129) 41 (393) 220 (568) 927 (262) (1134) 323 (237) 218 (396) 987 (342) 3 (6) (323) 215 (2) 0 (88) 64 3Keāhole Airport Road S Kaiminani Drive S Kaiminani Drive 241 (99) 20 (20) 881 (387) (227) 53 (1041) 998 (20) 5 (258) 170 (415) 412 (121) 179 (896) 209 (36) 18 Kaiminani Drive S 384 (736) 264 (370) 1 (2) 0 (0) 73 (31) Access Road (40) 30 (30) 5 (5) 5 Ane Keohokalole Highway 373 (807) 912 (1233) 115 (60) Figure 16: Future (2034) With Project Peak Hour Volumes Palamanui North Kona, Island of Hawai i

50 Palamanui Traffic Impact Report Update SSFM International C. Level of Service 1. Future With Project Intersection Conditions Intersection LOS for Future (2019) With Project conditions result in appropriate LOS C or better for all signalized intersection operations (see Table 27). Although some movements may result in LOS E, this can be mitigated with changes to signal timing. Detailed analysis reports for these intersections are provided in Appendix H. Intersection LOS for Future (2024) With Project conditions result in LOS D or better for all signalized intersection operations (see Table 28). Although some movements may result in LOS E or F, this may be mitigated with changes to signal timing. Detailed analysis reports for these intersections are provided in Appendix I. Intersection LOS for Future (2034) With Project conditions result in LOS C or better for study intersections along Queen Ka ahumanu Highway. Poor LOS E or F results at the intersections of Kaiminani Drive at Ane Keohokalole Highway/Main Street and Māmalahoa Highway at Kaiminani Drive. Table 29 shows the results of this analysis and detailed analysis reports for these intersections are provided in Appendix J. Similar improvements could be made to the intersection of Māmalahoa Highway at Kaiminani Drive, as proposed in Future Without Project analysis, by channelizing the Kaiminani Drive eastbound right-turn lane and adding an acceleration lane along the receiving leg of Māmalahoa Highway. 45

51 Palamanui Traffic Impact Report Update SSFM International Table 27: Future (2019) With Project Signalized Intersection Level of Service Signalized Intersection AM PM Approach Movement Delay Delay v/c LOS (sec/veh) (sec/veh) v/c LOS Queen Ka ahumanu Hwy and University Drive A A Westbound Left E C Northbound Left A A Southbound Through E C Left A A Queen Ka ahumanu Highway and Keāhole Airport Road A A Eastbound Left E D Northbound Left A A Through A A Southbound Through A A Queen Ka ahumanu Highway and Kaiminani Drive C B Eastbound Left D D Through C D Westbound Left-Through C D Northbound Left D E Through B B Southbound Left D D Through B B Kaiminani Drive and Ane Keohokalole Highway/Main Street B A Eastbound Left C C Through-Right A A Westbound Left E D Through-Right B A Northbound Left B B Through-Right B B Left B B Southbound Through A B Right B B Māmalahoa Highway and Kaiminani Drive B A Eastbound Left C B Right D B Northbound Left C B Through A A Southbound Through-Right B A 46

52 Palamanui Traffic Impact Report Update SSFM International Table 28: Future (2024) With Project Signalized Intersection Level of Service Signalized Intersection AM PM Approach Movement Delay Delay v/c LOS (sec/veh) (sec/veh) v/c LOS Queen Ka ahumanu Hwy and University Drive B B Westbound Left-Right C E Northbound Right B B Southbound Left C E Through A A Queen Ka ahumanu Highway and Keāhole Airport Road A A Eastbound Left D D Northbound Left A A Through A A Southbound Through A A Queen Ka ahumanu Highway and Kaiminani Drive C C Eastbound Left D D Through D D Westbound Left C D Northbound Left D E Through B B Southbound Left D D Through C B Kaiminani Drive and Ane Keohokalole Highway/Main Street C B Eastbound Left E D Through-Right A B Westbound Left F E Through-Right C A Northbound Left C B Through-Right C B Left C C Southbound Through A B Right C B Māmalahoa Highway and Kaiminani Drive D B Eastbound Left C C Right F D Northbound Left E C Through A A Southbound Through-Right B A 47

53 Palamanui Traffic Impact Report Update SSFM International Table 29: Future (2034) With Project Signalized Intersection Level of Service Signalized Intersection AM PM Approach Movement Delay Delay v/c LOS (sec/veh) (sec/veh) v/c LOS Queen Ka ahumanu Hwy and University Drive B C Westbound Left D F Northbound Right B B Southbound Left D D Through A B Queen Ka ahumanu Highway and Keāhole Airport Road A A Eastbound Left D D Northbound Left A A Through A A Southbound Through A A Queen Ka ahumanu Highway and Kaiminani Drive C C Eastbound Left D D Through D D Westbound Left D D Northbound Left F E Through C C Southbound Left E E Through C B Kaiminani Drive and Ane Keohokalole Highway/Main Street F C Eastbound Left F E Through-Right A C Westbound Left F E Through-Right F C Northbound Left E C Through-Right D C Left F D Southbound Through A C Right E C Māmalahoa Highway and Kaiminani Drive F F Eastbound Left F F Right F F Northbound Left F E Through A A Southbound Through-Right B A 48

54 Palamanui Traffic Impact Report Update SSFM International 2. Mitigation for Future With Project Conditions Palamanui funded the recently completed construction of Road 3A which is a portion of Ane Keohokalole Highway serving as a connection from Kaiminani Drive to the future West Hawai i campus. Palamanui has also graded the entire right of way of Road 2, University Drive, which runs uphill from Queen Ka ahumanu Highway to the foot of the existing Makalei Drive to the east. Access to the Palamanui development will come through the signalized intersection of Queen Ka ahumanu Highway at University Drive which is currently scheduled for construction concurrent with initial development increments in the town center and trade center area. Intersection traffic movements for Future With Project conditions showing LOS E may be mitigated with changes to signal timing. Although some intersections result in poor LOS for Future (2034) Without Project conditions, it should be noted that by 2034, additional TOD developments and roadway construction in Kona will allow for the realization of a significant reduction in trips as a result of multi-modal travel. Therefore, it is recommended to revisit the impacts of actual development at that time. With the vehicle distribution used, intersection LOS is appropriate at the intersection of Queen Ka ahumanu Highway and University Drive, suggesting sufficient capacity for future conditions with the project. Certain movements at Queen Ka ahumanu Highway and University Drive had poor LOS during the PM although this reflects worst case conditions during the peak hour, for a period 20 years out, without any additional roadway improvements. Still the intersection LOS was appropriate. 3. Internal Intersection Conditions Analysis of operations at the internal development intersection of University Drive and Main Street were analyzed for Future (2034) With Project to show that the intersection had sufficient capacity following final build conditions. The intersection has been proposed as a single-lane roundabout although operations were also analyzed as a signalized intersection for comparison. The intersection operated appropriately as a single-lane roundabout with LOS B or better for all approaching legs (see Table 30). As a signalized intersection, with dedicated left turn lanes, operations resulted in LOS C during the AM and PM peak hours (see Table 31). With appropriate intersection operations for conditions that do not include Road 1 or Makalei Drive, it can be assumed that operations at the intersection would also operate appropriately if they were included due to the reduction in traffic volumes from certain intersection movements/legs. Detailed analysis reports are provided in Appendix J. Table 30: Roundabout Level of Service at University Drive and Main Street AM PM Roundabout Appr Mvmt v/c Delay LOS v/c Delay LOS Univ EB LTR A B University Drive Univ WB LTR A A and Main Street Main NB LTR A B Main SB LTR A A 49

55 Palamanui Traffic Impact Report Update SSFM International Table 31: Signalized Level of Service at University Drive and Main Street Signalized Intersection AM PM Approach Movement Delay Delay v/c LOS (sec/veh) (sec/veh) v/c LOS University Drive and Main Street C C Eastbound Left C D Through-Right B C Westbound Left C D Through-Right B C Northbound Left C D Through-Right A B Southbound Left E D Through-Right B C 50

56 Palamanui Traffic Impact Report Update SSFM International VII. CONCLUSIONS Comparing HDOT historical data and volumes used in past traffic reports for Palamanui and other developments, there has been an irregular variations in traffic volumes. This variable trend in volumes is reflected in the change in projected growth rate used in recent traffic reports. It can be concluded that background growth is more modest than previously used. Committed roadway construction and intersection lane configuration changes used for Future Without Project conditions includes the widening of Queen Ka ahumanu Highway up to the intersection with Keāhole Airport Road and the addition of a forth leg at the intersection of Queen Ka ahumanu Highway and Kaiminani Drive. Uncommitted projects that should be improved as a result of existing or projected poor intersection operations include the signalization of the intersections of Māmalahoa Highway at Kaiminani Drive and Kaiminani Drive at Ane Keohokalole Highway/Main Street. Although not considered to be constructed by 2034, the Daniel K. Inouye Highway extension to Queen Ka ahumanu Highway will likely reduce the volume of vehicles traveling along Māmalahoa Highway and Kaiminani Drive, thereby improving the operations at study intersections along these routes. As a part of their committed project mitigation, Palamanui funded the recently completed construction of Road 3A which is a portion of Ane Keohokalole Highway serving as a connection from Kaiminani Drive to the future West Hawai i campus. Palamanui has also graded the entire right of way of Road 2, University Drive, which runs uphill from Queen Ka ahumanu Highway to the foot of the existing Makalei Drive to the east. Access to the Palamanui development will come through the signalized intersection of Queen Ka ahumanu Highway at University Drive which is currently scheduled for construction concurrent with initial development increments in the town center and trade center area. Intersection traffic movements for Future With Project conditions show LOS E which may be mitigated with changes to signal timing. Although some intersections result in poor LOS for Future (2034) Without Project conditions, it should be noted that by 2034, additional TOD developments and roadway construction in Kona will allow for the realization of a significant reduction in trips as a result of multimodal travel. Therefore, it is recommended to revisit the impacts of actual development at that time. With the vehicle distribution used, intersection LOS is appropriate at the intersection of Queen Ka ahumanu Highway and University Drive, suggesting sufficient capacity for future conditions with the project. Certain movements at Queen Ka ahumanu Highway and University Drive had poor LOS during the PM although this reflects worst case conditions during the peak hour, for a period 20 years out, without any additional roadway improvements. Still the intersection LOS was appropriate. 51

57 Palamanui Traffic Impact Report Update SSFM International In conclusion: The final full build of Palamanui can be accommodated without using Makalei Drive or University Drive Extension. With 69% of traffic accessing Palamanui through the intersection of Queen Ka ahumanu Highway and University Drive, sufficient capacity exists at the proposed intersection to not necessitate additional roadway improvements. Future construction of Road 1 University Drive Extension, as planned for in the Kona Community Development Plan will connect with Palamanui, providing additional access and capacity in the North Kona region at some date in the future. 52

58 Palamanui Traffic Impact Report Update SSFM International VIII. REFERENCES American Association of State Highway and Transportation Officials, A Policy on Geometric Design of Highways and Streets, Augustine Property Managers. (December 3, 2012). Telephone interview. Austin, Tsutsumi & Associates, Inc., Traffic Impact Analysis Report Palamanui, January 27, Austin, Tsutsumi & Associates, Inc., Traffic Impact Analysis Report Update Palamanui, April 10, CH2MHill, State of Hawai i Department of Transportation Hawai i Long Range Land Transportation Plan, TransCAD model, County of Hawai i Planning Department. (December 3, 2012). Telephone interview. County of Hawai i Planning Department, Keāhole to Honaunau Regional Circulation Plan, County of Hawai i Planning Department, Mapping Kona s Future, Kona Development Plan, Federal Highway Administration (FHWA), Manual on Uniform Traffic Control Devices for Streets and Highways (MUTCD), Fehr & Peers (F&P), Traffic Impact Analysis Report for the Proposed Ane Keohokalole Extension, April Hawai i Department of Transportation, Hawai i Statewide Uniform Design Manual, Hawai i State Judiciary website, Kealakehe Selected as Site of Future Judiciary Complex in Kona, March 29, 2012, Accessed on November 28, 2012, < Institute of Transportation Engineers, Trip Generation, 8th Edition: An ITE Informational Report, December Institute of Transportation Engineers, Trip Generation Handbook, 2nd Edition, June Phillip Rowell and Associates, Traffic Impact Analysis Report for University of Hawai i Center West Hawai i, January 4, State of Hawai i, Department of Transportation, Historical Traffic Station Maps. State of Hawai i, Department of Transportation, Statewide Transportation Improvements Program, Accessed on November 2012, < i.gov/dot/highways/stip>. TMC, Traffic Assessment Report for the Proposed Kona Judiciary Complex, July 7, Transportation Research Board, Transit Cooperative Research Program (TCRP) - Report 128 Effects of TOD on Housing, Parking, and Travel,

59 Palamanui Traffic Impact Report Update SSFM International Transportation Research Board, National Research Council, Highway Capacity Manual, Washington, D.C., 2010 Edition. U.S. Census Bureau 2010, Kalaoa Census Designated Place, West Hawai i Today. Lawmakers advance Saddle Road extension, May 2, 2014, Accessed on September 11, 2014, < West Hawai i Today. State plans road work, November 10, 2012, Accessed on November 22, 2012, < West Hawai i Today. Ooma Beachside Villages appeal denied, August 2, 2011, Accessed on December 4, 2012, < 54

60 APPENDIX A Concurrency Tables and Map

61 Chapter 4 Goals, Objectives, Policies & Actions Transportation Table 4-1 Concurrency Table Concurrency Zone A B University Village Kalaoa Village C D Kaloko Makai Village E F Honkohau Village Roadway and ID No. 4A Queen Ka ahumanu Frontage Road and provide adequate access to Queen Ka ahumanu Frontage Road. (Keāhole Road to Huliko a Drive) 1 University Drive Extension (Māmalahoa Highway to Keohokālole Highway, a.k.a Mid-Level Road) Makalei 2 University Drive (Ma alea Drive to Queen Ka ahumanu Highway) 3A Main Street (Ka iminani Drive to University Drive) 6A Keohokālole Highway, (University Drive to Ka iminani Drive) 7 Kealaka a Street (Kukuna Street to north end) and/or provide adequate interconnectivity to surrounding area Makalei 2 University Drive (Ma alea Drive to Queen Ka ahumanu Highway) 3A Main Street (Ka iminani Drive to University Drive) None (infill) Connection between Kaiminani Drive and Hina Lani Street: 3B or 5B/5A or 5B/6B 3B Main Street (Ka iminani Drive to Hina Lani Street) 5A Keohokālole Arteriall 5B Keohokālole Highway (Keohokālole Arterial to Hina Lani Street) 6B Keohokālole Highway (Kapuahi Street to Keohokālole Arterial) 9A Kealaka a Street (Extend Holoholo Street to Hina Lani Street) 5B Keohokālole Highway (Keohokālole Arterial to Hina Lani Street) (portion within development project) 5C Keohokālole Highway (Hina Lani Street to Kealakehe Parkway) 5D- Keohokālole Highway (Kealakehe Parkway to Palani Street) None 3C - Kamanu Street Extension (to Kealakehe Parkway) 5D- Keohokālole Highway (Kealakehe Parkway to Palani Street) continued on next page Kona CDP 4-23

62 Transportation Chapter 4 Goals, Objectives, Policies, and Actions Table 4-1 (continued) Concurrency Table Concurrency Zone G Keahuolu Village H I Makaeo Village Kailua Village Redevelopment Pua a-wa iaha Village Kahului- Puapua a Village J K L M Kahalu u Makai Village Roadway ID No. and Name 5B Keohokālole Highway (Keohokālole Arterial to Hina Lani Street) (portion within development project) 5C Keohokālole Highway (Hina Lani Street to Kealakehe Parkway) 5D- Keohokālole Highway (Kealakehe Parkway to Palani Street) 5D- Keohokālole Highway (Kealakehe Parkway to Palani Street) 18 Makala Blvd. Extension (any development makai of 5D) 9B Kealaka a Street (Hina Lani Street to Kealakehe Parkway) 9C Kealaka a Street (Kealakehe Parkway to Hao Kuni Street) 4B Kuakini Extension Collector (Kealakehe Parkway to Old Airport) 4B Kuakini Extension Collector (Kealakehe Parkway to Old Airport) None (infill) 19C Kakalina Street Extension (Nani Kailua Drive to Puapua anui Street) 29 Puapua anui Street Extension 5D- Keohokālole Highway (Kealakehe Parkway to Palani Street) 19A-Kakalina Street Extension (to Puapua anui Street)) 19B-Kakalina Street Extension(E. Kakalina Street to 19A) (any development south of Malulani Drive) 20 Hienaloli Street Extension (Palani Street to Keolani Drive) 21-Connector 4 (Hienaloli Street Ext. to Kakalina St. Ext.) 30A Kahului-Keauhou Parkway (Lako Street to Kuakini Highway) 31 Lako Street Extension 30B Kahului-Keauhou Parkway (Lako Street to Kamehameha III Road) 31 Lako Street Extension 32 La aloa Street Extension 30B Kahului-Keauhou Parkway (Lako Street to Kamehameha III Road) 33 Connector 9 34 Connector Kona CDP

63 HENRY ST ALII DR HOOKAHI RD LULA ST 8 HOLU ST HAWAII BELT RD 1 HAPUUPUU ST 2 A KUPIPI ST UU ST PAOO ST OTEC RD KEAHOLE ST 4A PUKIAWE ST LAUI ST B KUPALOKE ST C 3A 3B 11 KAKAHIAKA ST ALA KAPUA ST 5A 6A 6B 10 AMAAMA ST 7 AHULANI ST HIOLANI ST ILAU ST KUKUNA ST D PUU IU PL 9A KE ANAWAIST AHIAHI ST MAKALEI DR OLUOLU ST MAHILANI DR KAUWILA ST LOLOA DR AHIKAWA ST KAIMINANI DR KINOULU ST HAMO ST HANE ST CRD KAHUNAAO RD KALAOA ST IKI PL OOMA PL KAUKAHOKU RD APELA PL HOOKELE ST MAKAHI ST HAO ST HALEAMAU ST KALOKO DR KAPEHE ST KEANAAINA ST HUEHUE ST QUEEN KAAHUMANU HWY E HULIKOA DR KANALANI ST KAMANU ST F ALLIED QUARRY RD 3C HONOKOHAU ST B KEALAKEHE PKWY 5C HINA-LANI ST G ILILOA ST PUOHULIHULI ST 9B 13A 17 KOHANAIKI RD KEANALEHU DR 13B 9C ANINI ST HAO KUNI ST HUAALA ST KEALAKAA ST HALOLANI ST KONALANI RD HOOLOA ST PALANI RD OLD MAMALAHOA HWY PEAHI PL OLD GOVERNMENT RD H KUNI ST KUKUKI ST HAO PL UANANI PL LAWAIA RD HENELI PL J PUUHALO ST LAAULU RD Legend Concurrency Zone* Proposed Roads* A Status B Concept C Preliminary D Final E TOD F Neighborhood G Regional Center H Kona Urban Area* I Rural Town TODs* J Existing Roadway K L I 4B Kailua MAKALA BLVD LOLOKU ST KONA BAY DR KAIWI ST 18 PAWAI PL 5D KALANI ST 35 KAHAKAI RD MALULANI DR ALOHA KONA DR B 19A KAAEA WAY LUNAPULE RD KAIOLU DR ONEAWAY L K ALOHA KONA DR NANI KAILUA DR HOENE ST HUALALAI RD ONI ONI ST NAKUKUI DR 19B AKOA ST KAMILO ST MANIA LN 24 PLUMERIA RD 21 HAWAII BELT RD 29 LEHUA RD 19C 30A HIONA ST HIENALOLI RD WEHILANI DR KOLOLIA ST 20 PUIA RD HOOMAMA ST WALUA RD KEAOLANI DR LALII PL LAKO ST KUAKINI HWY HOOMALUHIA DR NANILOA ST LEA PL KENIKA PL LAALOA AVE OHANA RD WATER PIPE RD HALEWILI PL 37 KAMEHAMALU ST MALIKO ST KILOHANA ST 32 LEILANI ST KAMILA PL LOLO LN IO PL KEOPU MAUKA DR AEO ST KAUMALUMALU DR OHIA AI ST KAMALANI ST KAHAKO PL KALAMAUKA ST MAKENAWAI ST MALUHIA RD HOOMAU RD KEKE ST HAHAI ST Holualoa M 30B * Policy Layer K Miles inch equals 1 miles Source: County of Hawaii. Keauhou M MANUKAI ST KIAAINA ST KAMEHAMEHA III RD KALEIOPAPA ST HOLUAKAI ST KEALII ST KALUNA ST MAMALAHOA BYPASS HWY WALUA RD PUULOA RD 1RD MOKUAIKAUA RD 3RD MAMALAHOA HWY 2 RD PALEKANA RD BISHOP RD The County of Hawaii Planning Department is the repository of the official map. OLD GOAT RD Kona Community Development Plan Figure 4-3 Official Concurrency Map

64 APPENDIX B Peak Hour and 24-Hour Counts

65 ITM Peak Hour Summary Prepared by: National Data & Surveying Services Queen Kaahumanu Hwy and Keahole Airport Rd, Kona Peak Hour Summary Date: 8/21/2014 Southbound Approach Project #: Day: Thursday Queen Kaahumanu Hwy Lanes City: AM AM NOON NOON PM PM AM Peak Hour NOON Peak Hour PM Peak Hour Kona 700 AM 400 PM Keahole Airport Rd Eastbound Approach AM NOON PM AM NOON PM Lanes CONTROL Signalized Lanes AM NOON PM AM NOON PM Westbound Approach Count Periods Start End AM AM AM NOON 7:00 AM 9:00 AM NOON NOON PM PM PM 4:00 PM 6:00 PM Lanes Northbound Approach Total Ins & Outs Total Volume Per Leg North Leg North Leg AM 1065 AM 0 0 NOON 0 NOON PM 1319 PM AM NOON PM East Leg AM NOON PM East Leg West Leg AM NOON PM West Leg AM NOON PM AM AM 1322 NOON 0 0 NOON 0 PM PM 1617 South Leg South Leg

66 ITM Peak Hour Summary Prepared by: National Data & Surveying Services Queen Kaahumanu Hwy and Kaiminani Dr, Kona Peak Hour Summary Date: 8/21/2014 Southbound Approach Project #: Day: Thursday Queen Kaahumanu Hwy Lanes City: AM AM NOON NOON PM PM AM Peak Hour NOON Peak Hour PM Peak Hour Kona 700 AM 400 PM Kaiminani Dr Eastbound Approach AM NOON PM AM NOON PM Lanes CONTROL Signalized Lanes AM NOON PM AM NOON PM Westbound Approach Count Periods Start End AM AM AM 7:00 AM 9:00 AM NOON NOON NOON PM PM PM 4:00 PM 6:00 PM Lanes Northbound Approach Total Ins & Outs Total Volume Per Leg North Leg North Leg AM 1323 AM 0 0 NOON 0 NOON PM 1619 PM AM NOON PM East Leg AM NOON PM East Leg West Leg AM NOON PM West Leg AM NOON PM AM AM 1712 NOON 0 0 NOON 0 PM PM 1992 South Leg South Leg

67 ITM Peak Hour Summary Prepared by: National Data & Surveying Services Ane Keohokalole and Kaiminani Dr, Kona Peak Hour Summary Date: 8/21/2014 Southbound Approach Project #: Day: Thursday Ane Keohokalole Lanes City: AM AM NOON NOON AM Peak Hour NOON Peak Hour Kona 700 AM PM PM PM Peak Hour 400 PM Kaiminani Dr Eastbound Approach AM NOON PM AM NOON PM Lanes CONTROL Way Stop (NB) Lanes AM NOON PM AM NOON PM Westbound Approach Count Periods Start End AM AM AM 7:00 AM 9:00 AM NOON NOON NOON PM PM PM 4:00 PM 6:00 PM Lanes Northbound Approach Total Ins & Outs Total Volume Per Leg North Leg North Leg 8 11 AM 19 AM 0 0 NOON 0 NOON 11 9 PM 20 PM AM NOON PM East Leg AM NOON PM East Leg West Leg AM NOON PM West Leg AM NOON PM AM AM 86 NOON 0 0 NOON 0 PM PM 70 South Leg South Leg

68 ITM Peak Hour Summary Prepared by: National Data & Surveying Services Mamalahoa Hwy and Kaiminani Dr, Kona Peak Hour Summary Date: 8/21/2014 Southbound Approach Project #: Day: Thursday Lanes City: Kona Mamalahoa Hwy AM AM NOON NOON AM Peak Hour NOON Peak Hour 700 AM PM PM PM Peak Hour 415 PM Kaiminani Dr Eastbound Approach AM NOON PM AM NOON PM Lanes CONTROL Way Stop (EB) Lanes AM NOON PM AM NOON PM Westbound Approach Count Periods Start End AM AM AM 7:00 AM 9:00 AM NOON NOON NOON PM PM PM 4:00 PM 6:00 PM Lanes Northbound Approach Total Ins & Outs Total Volume Per Leg North Leg North Leg AM 1002 AM 0 0 NOON 0 NOON PM 981 PM AM NOON PM East Leg AM NOON PM East Leg West Leg AM NOON PM West Leg AM NOON PM AM AM 1250 NOON 0 0 NOON 0 PM PM 1269 South Leg South Leg

69 ITM Peak Hour Summary Prepared by: National Data & Surveying Services Mamalahoa Hwy and Makalei Dr_Fire Station, Kona Peak Hour Summary Date: 8/21/2014 Southbound Approach Project #: Day: Thursday Lanes City: Kona Mamalahoa Hwy AM AM NOON NOON AM Peak Hour NOON Peak Hour 715 AM PM PM PM Peak Hour 400 PM Makalei Dr_Fire Station Eastbound Approach AM NOON PM AM NOON PM Lanes CONTROL Way Stop (EB/WB) Lanes AM NOON PM AM NOON PM Westbound Approach Count Periods Start End AM AM AM 7:00 AM 9:00 AM NOON NOON NOON PM PM PM 4:00 PM 6:00 PM Lanes Northbound Approach Total Ins & Outs Total Volume Per Leg North Leg North Leg AM 446 AM 0 0 NOON 0 NOON PM 501 PM AM NOON PM East Leg AM NOON PM East Leg West Leg AM NOON PM West Leg AM NOON PM AM AM 472 NOON 0 0 NOON 0 PM PM 517 South Leg South Leg

70 ITM Peak Hour Summary Prepared by: National Data & Surveying Services Mamalahoa Hwy and Old Kona Village Rd_Makalei Gold Course, Kona Peak Hour Summary Date: 8/21/2014 Southbound Approach Project #: Day: Thursday Old Kona Village Rd_Makalei Gold Course Mamalahoa Hwy Lanes City: AM AM NOON NOON AM Peak Hour NOON Peak Hour PM PM PM Peak Hour Kona 700 AM 400 PM Eastbound Approach AM NOON PM AM NOON PM Lanes CONTROL Way Stop (EB/WB) Lanes AM NOON PM AM NOON PM Westbound Approach Count Periods Start End AM AM AM 7:00 AM 9:00 AM NOON NOON NOON PM PM PM 4:00 PM 6:00 PM Lanes Northbound Approach Total Ins & Outs Total Volume Per Leg North Leg North Leg AM 379 AM 0 0 NOON 0 NOON PM 464 PM AM NOON PM East Leg AM NOON PM East Leg West Leg AM NOON PM West Leg AM NOON PM AM AM 400 NOON 0 0 NOON 0 PM PM 473 South Leg South Leg

71 Type of report: Tube Count - Volume Data LOCATION: Queen Kaahumanu Hwy, north of Keahole Rd QC JOB #: SPECIFIC LOCATION: 0 ft from DIRECTION: NB/SB CITY/STATE: Kona, HI DATE: Nov Nov Mon Tue Wed Thu Fri Average Weekday Sat Sun Average Week Average Week Profile Start Time 06-Nov Nov Nov-12 Hourly Traffic Hourly Traffic 12:00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM Day Total % Weekday Average 28.6% 100.1% 27.9% % Week Average 28.6% 100.1% 27.9% 100.0% AM Peak 10:00 AM 7:00 AM 10:00 AM 10:00 AM Volume PM Peak 4:00 PM 3:00 PM 3:00 PM 3:00 PM Volume Comments: btwn milepost 91 and milepost 92 Page 1 of 1 Report generated on 11/15/2012 3:13 PM SOURCE: Quality Counts, LLC (

72 Type of report: Tube Count - Volume Data LOCATION: Queen Kaahumanu Hwy, btwn Kaiminani Dr and OTEC Rd QC JOB #: SPECIFIC LOCATION: 0 ft from DIRECTION: NB/SB CITY/STATE: Kona, HI DATE: Nov Nov Mon Tue Wed Thu Fri Average Weekday Sat Sun Average Week Average Week Profile Start Time 06-Nov Nov Nov-12 Hourly Traffic Hourly Traffic 12:00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM Day Total % Weekday Average 16.5% 101.3% 20.0% % Week Average 16.5% 101.3% 20.0% 100.0% AM Peak 11:00 AM 7:00 AM 11:00 AM 11:00 AM Volume PM Peak 6:00 PM 3:00 PM 3:00 PM 3:00 PM Volume Comments: Page 1 of 1 Report generated on 11/15/2012 3:13 PM SOURCE: Quality Counts, LLC (

73 Type of report: Tube Count - Volume Data LOCATION: Mamalahoa Highway at mile marker 25 QC JOB #: SPECIFIC LOCATION: 500 ft from Market 25 DIRECTION: EB/WB CITY/STATE: Kona, HI DATE: Nov Nov Mon Tue Wed Thu Fri Average Weekday Sat Sun Average Week Average Week Profile Start Time 06-Nov Nov Nov-12 Hourly Traffic Hourly Traffic 12:00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 AM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM :00 PM Day Total % Weekday Average 19.5% 104.8% 25.3% % Week Average 19.5% 104.8% 25.3% 100.0% AM Peak 7:00 AM 8:00 AM 8:00 AM 8:00 AM Volume PM Peak 5:00 PM 4:00 PM 4:00 PM 4:00 PM Volume Comments: Page 1 of 1 Report generated on 11/15/2012 3:13 PM SOURCE: Quality Counts, LLC (

74 APPENDIX C Analysis Reports Existing (2014) Conditions

75 HCM 2010 Signalized Intersection Summary Existing (2014) AM Peak Hour 10: Queen Kaahumanu Hwy & Keahole Airport Rd/Driveway Palamanui Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E A A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS E A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 3.7 HCM 2010 LOS A 9/10/2014 Synchro 7 - Report SSFM International Page 1

76 HCM 2010 Signalized Intersection Summary Existing (2014) AM Peak Hour 20: Queen Kaahumanu Hwy & Kaiminani Dr Palamanui Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F C B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS F C B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 46.3 HCM 2010 LOS D 9/10/2014 Synchro 7 - Report SSFM International Page 3

77 HCM 2010 TWSC Existing (2014) AM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB HCM Control Delay, s HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS D A A - - A - - C HCM 95th %tile Q(veh) /10/2014 Synchro 7 - Report SSFM International Page 5

78 HCM 2010 TWSC Existing (2014) AM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh Movement SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop RT Channelized - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach SB HCM Control Delay, s 16.7 HCM LOS C Minor Lane/Major Mvmt 9/10/2014 Synchro 7 - Report SSFM International Page 6

79 HCM 2010 TWSC Existing (2014) AM Peak Hour 40: Mamalahoa Hwy & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 7.9 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS B - E D - - HCM 95th %tile Q(veh) /10/2014 Synchro 7 - Report SSFM International Page 7

80 HCM 2010 Signalized Intersection Summary Existing (2014)-Mitigation AM Peak Hour 40: Mamalahoa Hwy & Kaiminani Dr Palamanui Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B C B A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 11.1 HCM 2010 LOS B 9/22/2014 Synchro 7 - Report SSFM International Page 1

81 HCM 2010 Signalized Intersection Summary Existing (2014) PM Peak Hour 10: Queen Kaahumanu Hwy & Keahole Airport Rd/Driveway Palamanui Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 7.0 HCM 2010 LOS A 9/10/2014 Synchro 7 - Report SSFM International Page 1

82 HCM 2010 Signalized Intersection Summary Existing (2014) PM Peak Hour 20: Queen Kaahumanu Hwy & Kaiminani Dr Palamanui Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 13.3 HCM 2010 LOS B 9/10/2014 Synchro 7 - Report SSFM International Page 3

83 HCM 2010 TWSC Existing (2014) PM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB HCM Control Delay, s HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS C B A - - A - - B HCM 95th %tile Q(veh) /10/2014 Synchro 7 - Report SSFM International Page 5

84 HCM 2010 TWSC Existing (2014) PM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh Movement SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop RT Channelized - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach SB HCM Control Delay, s 13.4 HCM LOS B Minor Lane/Major Mvmt 9/10/2014 Synchro 7 - Report SSFM International Page 6

85 HCM 2010 TWSC Existing (2014) PM Peak Hour 40: Mamalahoa Hwy & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 5.9 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - F B - - HCM 95th %tile Q(veh) /10/2014 Synchro 7 - Report SSFM International Page 7

86 HCM 2010 Signalized Intersection Summary Existing (2014)-Mitigation PM Peak Hour 40: Mamalahoa Hwy & Kaiminani Dr Palamanui Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS A B A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS B A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 6.9 HCM 2010 LOS A 9/22/2014 Synchro 7 - Report SSFM International Page 1

87 Traffic Signal Warrants - Existing (2014) Māmalahoa Hwy and Kaiminani Dr 4-Hour Warrant - Figure 4C-2 Major/Minor Roads Approach Type # of Lanes Pass? Māmalahoa Hwy / Major Pass Pass Pass Pass Pass? Kaiminani Dr Minor Hour 1: 1092, 280. Hour 2: 1070, 289 Hour 3: 969, 205 Hour 4: 807, 181 Source: MUTCD, SSFM International, Inc

88 Traffic Signal Warrants - Existing (2014) Māmalahoa Hwy and Kaiminani Dr Peak Hour Warrant - Figure 4C-3 Major/Minor Roads Approach Type # of Lanes AM Volume Pass? PM Volume Pass? Pass? Māmalahoa Hwy / Major Yes Yes Yes Kaiminani Dr Minor PM, 1092, 283 AM, 1092, 280 AM Mid PM Source: MUTCD, SSFM International, Inc

89 APPENDIX D Kailua-Kona Regional Project Development Map and Chart of Surrounding Developments

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91 Palamanui Surrounding Developments # Development Project Description Build Assumption References 141,800 SFGFA facility with In March 2012, Kealakehe Parkway 500 parking spaces on 10 near Ane Keohokalole Highway acres location was selected as site of future NS Full occupancy of 220 complex 17a NS Kona Judiciary Complex DHHL Villages of Laiopua Kaloko Industrial Park Kamakana Villages at Keahuolu West Hawaii Business Park West Hawaii Civic Center employees Visitors assumed not to exceed 280 daily 500 single family DU 62,500 SFGFA commercial 102 acres of mixed use commercial and light industrial 24,000 SFGFA commercial 188,000 SFGFA light industrial 272 acre property 2,330 single and multi family DU 197,000 SFGFA commercial Elementary school, charter/private school 280 acre property 105,000 SFGFA commercial 480,000 SFGFA light industrial Previously named Kaloko Honokohau Business Park 85,000 SFGFA facility for 22 County/State agencies Located at the intersection of Kealakehe Parkway and Ane Keohokalole Highway SFGFA = square feet gross floor area, DU = dwelling units, NS = not shown For future conditions, development was considered to be constructed and fully operational For future conditions, development was considered to be constructed and fully operational For future conditions, development was considered to be constructed and fully operational For future conditions, development was considered to be constructed and fully operational For future conditions, development was considered to be constructed and fully operational Phase 1 of development has been constructed and fully occupied as confirmed by COH Made determination that Phase 2 of project would be developed by future 2032 Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Kealakehe Selected as Site of Future Judiciary Complex in Kona (Hawaii State Judiciary website, March 2012) Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Phone interview (COH Planning, December 2012)

92 Palamanui Surrounding Developments # Development Project Description Build Assumption References 14 1,135 acre property For future conditions, development Traffic Impact Report for the Queen 33,000 SFGFA commercial was considered to be constructed and Proposed Kona Judiciary Complex Liliuokalani Trust 247,000 SFGFA light fully operational (TMC, July 2011) Lands industrial 31 43,700 SFGFA commercial For future conditions, development Traffic Impact Report for the Lanihau Shopping was considered to be constructed and Proposed Kona Judiciary Complex Center Phase II fully operational (TMC, July 2011) NS Mohala Kona 10,000 SFGFA commercial For future conditions, development Traffic Impact Report for the Village Between Lowes and Walmart in Kailua Village was considered to be constructed and fully operational. Proposed Kona Judiciary Complex (TMC, July 2011) 9 Kaloko Heights 641 single family DU 129 multi family DU For future conditions, development was considered to be constructed and fully operational. For future conditions, development was considered to be constructed and fully operational. 32 Kona 327 (Kona View Estates) 327 acre large lot subdivisions 269 single family DU 8 Kula Nei 270 single family DU For future conditions, development was considered to be constructed and fully operational. 920 single family DU COH discussed that land owner passed Along Kealakehe Parkway, away and project is on hold. mauka of Queen Kaahumanu Made determination that 50% of NS Highway project would be developed by future Honokohau Village Used ITE trip generation rates using Single Family land use to determine project related trips for 50% of full build (460 DU) acre property For future conditions, development Shores of 500 single family DU was considered to be constructed and Kohanaiki fully operational. SFGFA = square feet gross floor area, DU = dwelling units, NS = not shown Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Phone interview (COH Planning, December 2012) Trip Generation 8th Edition (ITE, 2008) Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011)

93 Palamanui Surrounding Developments # Development Project Description Build Assumption References 126 acre property Development is currently 90% Traffic Impact Report for the 191 single family DU complete. Proposed Kona Judiciary Complex 6 Lokahi Makai For future conditions, development was considered to be constructed and fully operational. (TMC, July 2011) 5 Makalei Estates 10 Kaloko Makai 11 Ooma Beachside Village 77 single family DU Property managers confirmed there are units occupied, but could not specify volume Made determination that development will have negligible impact to analysis along Queen Kaahumanu Hwy Mixed use development Made determination that development will not be developed by future single family DU 530 multi family DU SFGFA = square feet gross floor area, DU = dwelling units, NS = not shown LUC denied Ooma Beachside Village to reclassify from conservation to urban district Made determination that development will not be developed by future 2032 Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Phone interview (Augustine Property Managers, December 2012) Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Traffic Impact Report for the Proposed Kona Judiciary Complex (TMC, July 2011) Ooma Beachside Villages appeal denied (West Hawaii Today, August 2011)

94 APPENDIX E Analysis Reports Future (2019) Without Project Conditions

95 HCM 2010 Signalized Intersection Summary Future (2019) Without Project AM Peak Hour 10: Queen Kaahumanu Hwy & Keahole Airport Rd Palamanui Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 3.4 HCM 2010 LOS A 9/15/2014 Synchro 7 - Report SSFM International Page 1

96 HCM 2010 Signalized Intersection Summary Future (2019) Without Project AM Peak Hour 20: Queen Kaahumanu Hwy & Kaiminani Dr Palamanui Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C D B D B Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 21.1 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. 9/15/2014 Synchro 7 - Report SSFM International Page 3

97 HCM 2010 TWSC Future (2019) Without Project AM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB HCM Control Delay, s HCM LOS F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS F A B - - A - - D A C HCM 95th %tile Q(veh) /15/2014 Synchro 7 - Report SSFM International Page 5

98 HCM 2010 TWSC Future (2019) Without Project AM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh Movement SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop RT Channelized - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach SB HCM Control Delay, s 21.6 HCM LOS C Minor Lane/Major Mvmt 9/15/2014 Synchro 7 - Report SSFM International Page 6

99 HCM 2010 TWSC Future (2019) Without Project AM Peak Hour 40: Mamalahoa Hwy & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 13.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS B - F F - - HCM 95th %tile Q(veh) /15/2014 Synchro 7 - Report SSFM International Page 7

100 HCM 2010 Signalized Intersection Summary Future (2019) Without Project-Mitigation 40: Mamalahoa Hwy & Kaiminani Dr Timing Plan: AM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C D C A B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 17.1 HCM 2010 LOS B 9/22/2014 Synchro 7 - Report SSFM International Page 1

101 HCM 2010 Signalized Intersection Summary Future (2019) Without Project PM Peak Hour 10: Queen Kaahumanu Hwy & Keahole Airport Rd Palamanui Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 5.4 HCM 2010 LOS A 9/15/2014 Synchro 7 - Report SSFM International Page 1

102 HCM 2010 Signalized Intersection Summary Future (2019) Without Project PM Peak Hour 20: Queen Kaahumanu Hwy & Kaiminani Dr Palamanui Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D E B D A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 19.0 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. 9/15/2014 Synchro 7 - Report SSFM International Page 3

103 HCM 2010 TWSC Future (2019) Without Project PM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB HCM Control Delay, s HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS D B A - - A - - D C B HCM 95th %tile Q(veh) /15/2014 Synchro 7 - Report SSFM International Page 5

104 HCM 2010 TWSC Future (2019) Without Project PM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh Movement SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop RT Channelized - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach SB HCM Control Delay, s 17.8 HCM LOS C Minor Lane/Major Mvmt 9/15/2014 Synchro 7 - Report SSFM International Page 6

105 HCM 2010 TWSC Future (2019) Without Project PM Peak Hour 40: Mamalahoa Hwy & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 10 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - F C - - HCM 95th %tile Q(veh) /15/2014 Synchro 7 - Report SSFM International Page 7

106 HCM 2010 Signalized Intersection Summary Future (2019) Without Project-Mitigation 40: Mamalahoa Hwy & Kaiminani Dr Timing Plan: PM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B B A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS B A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 8.2 HCM 2010 LOS A 9/22/2014 Synchro 7 - Report SSFM International Page 1

107 Traffic Signal Warrants - Future (2019) Without Project Kaiminani Dr and Ane Keohokalole Hwy/Main St Peak Hour Warrant - Figure 4C-3 Major/Minor Roads Approach Type # of Lanes AM Volume Pass? PM Volume Pass? Pass? Kaiminani Dr / Major No No No Ane Keohokalole Hwy/Main St Minor AM, 1034, 69 PM, 1075, 61 Source: MUTCD, SSFM International, Inc

108 APPENDIX F Analysis Reports Future (2024) Without Project Conditions

109 HCM 2010 Signalized Intersection Summary Future (2024) Without Project AM Peak Hour 10: Queen Kaahumanu Hwy & Keahole Airport Rd Palamanui Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 3.6 HCM 2010 LOS A 9/15/2014 Synchro 7 - Report SSFM International Page 1

110 HCM 2010 Signalized Intersection Summary Future (2024) Without Project AM Peak Hour 20: Queen Kaahumanu Hwy & Kaiminani Dr Palamanui Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C D C D C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C C C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 26.2 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. 9/15/2014 Synchro 7 - Report SSFM International Page 3

111 HCM 2010 TWSC Future (2024) Without Project AM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 19.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ Mov Cap-2 Maneuver ~ Stage Stage Approach EB WB NB HCM Control Delay, s $ HCM LOS F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ HCM Lane LOS F A B - - A - - F A C HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 9/15/2014 Synchro 7 - Report SSFM International Page 5

112 HCM 2010 TWSC Future (2024) Without Project AM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh Movement SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop RT Channelized - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach SB HCM Control Delay, s 43.7 HCM LOS E Minor Lane/Major Mvmt 9/15/2014 Synchro 7 - Report SSFM International Page 6

113 HCM 2010 TWSC Future (2024) Without Project AM Peak Hour 40: Mamalahoa Hwy & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 33.6 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver 93 ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ 63 ~ Mov Cap-2 Maneuver ~ Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ HCM Lane LOS B - F F - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 9/15/2014 Synchro 7 - Report SSFM International Page 7

114 HCM 2010 Signalized Intersection Summary Future (2024) Without Project-Mitigation 30: AneK Hwy/Main Street & Kaiminani Dr Timing Plan: AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A F B C C C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B C C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 21.2 HCM 2010 LOS C 9/24/2014 Synchro 7 - Report SSFM International Page 1

115 HCM 2010 Signalized Intersection Summary Future (2024) Without Project-Mitigation 40: Mamalahoa Hwy & Kaiminani Dr Timing Plan: AM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C F D A B Approach Vol, veh/h Approach Delay, s/veh Approach LOS F B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 39.4 HCM 2010 LOS D 9/22/2014 Synchro 7 - Report SSFM International Page 1

116 HCM 2010 Signalized Intersection Summary Future (2024) Without Project PM Peak Hour 10: Queen Kaahumanu Hwy & Keahole Airport Rd Palamanui Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 5.5 HCM 2010 LOS A 9/15/2014 Synchro 7 - Report SSFM International Page 1

117 HCM 2010 Signalized Intersection Summary Future (2024) Without Project PM Peak Hour 20: Queen Kaahumanu Hwy & Kaiminani Dr Palamanui Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C D B D B Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C C B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 20.6 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. 9/15/2014 Synchro 7 - Report SSFM International Page 3

118 HCM 2010 TWSC Future (2024) Without Project PM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB HCM Control Delay, s HCM LOS F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS F C A - - A - - F E B HCM 95th %tile Q(veh) /15/2014 Synchro 7 - Report SSFM International Page 5

119 HCM 2010 TWSC Future (2024) Without Project PM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh Movement SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop RT Channelized - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach SB HCM Control Delay, s 24.1 HCM LOS C Minor Lane/Major Mvmt 9/15/2014 Synchro 7 - Report SSFM International Page 6

120 HCM 2010 TWSC Future (2024) Without Project PM Peak Hour 40: Mamalahoa Hwy & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 22.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ Mov Cap-2 Maneuver ~ Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ HCM Lane LOS A - F C - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 9/15/2014 Synchro 7 - Report SSFM International Page 7

121 HCM 2010 Signalized Intersection Summary Future (2024) Without Project-Mitigation 30: AneK Hwy/Main Street & Kaiminani Dr Timing Plan: PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C A E A B B B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS B A B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 10.4 HCM 2010 LOS B 9/24/2014 Synchro 7 - Report SSFM International Page 1

122 HCM 2010 Signalized Intersection Summary Future (2024) Without Project-Mitigation 40: Mamalahoa Hwy & Kaiminani Dr Timing Plan: PM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B C B A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 10.4 HCM 2010 LOS B 9/22/2014 Synchro 7 - Report SSFM International Page 1

123 Traffic Signal Warrants - Future (2024) Without Project Kaiminani Dr and Ane Keohokalole Hwy/Main St Peak Hour Warrant - Figure 4C-3 Major/Minor Roads Approach Type # of Lanes AM Volume Pass? PM Volume Pass? Pass? Kaiminani Dr / Major Yes Yes Yes Ane Keohokalole Hwy/Main St Minor PM, 1286, 116 AM Mid PM AM, 1296, 83 Source: MUTCD, SSFM International, Inc

124 APPENDIX G Analysis Reports Future (2034) Without Project Conditions

125 HCM 2010 Signalized Intersection Summary Future (2034) Without Project AM Peak Hour 10: Queen Kaahumanu Hwy & Keahole Airport Rd Palamanui Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS E A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 3.5 HCM 2010 LOS A 9/15/2014 Synchro 7 - Report SSFM International Page 1

126 HCM 2010 Signalized Intersection Summary Future (2034) Without Project AM Peak Hour 20: Queen Kaahumanu Hwy & Kaiminani Dr Palamanui Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D F C E C Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D D C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 34.9 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. 9/15/2014 Synchro 7 - Report SSFM International Page 3

127 HCM 2010 TWSC Future (2034) Without Project AM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 105 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ Mov Cap-2 Maneuver ~ Stage Stage Approach EB WB NB HCM Control Delay, s $ HCM LOS F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ $ HCM Lane LOS F A C - - A - - F A D HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 9/15/2014 Synchro 7 - Report SSFM International Page 5

128 HCM 2010 TWSC Future (2034) Without Project AM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh Movement SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop RT Channelized - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ Mov Cap-2 Maneuver ~ Stage Stage Approach SB HCM Control Delay, s HCM LOS F Minor Lane/Major Mvmt 9/15/2014 Synchro 7 - Report SSFM International Page 6

129 HCM 2010 TWSC Future (2034) Without Project AM Peak Hour 40: Mamalahoa Hwy & Kaiminani Dr Palamanui Intersection Int Delay, s/veh Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ 50 ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ 24 ~ Mov Cap-2 Maneuver ~ Stage Stage Approach EB NB SB HCM Control Delay, s $ HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ $ HCM Lane LOS C - F F - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 9/15/2014 Synchro 7 - Report SSFM International Page 7

130 HCM 2010 Signalized Intersection Summary Future (2034) Without Project-Mitigation 30: AneK Hwy/Main Street & Kaiminani Dr Timing Plan: AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F A F D E E E E Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D E E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 50.5 HCM 2010 LOS D 9/24/2014 Synchro 7 - Report SSFM International Page 1

131 HCM 2010 Signalized Intersection Summary Future (2034) Without Project-Mitigation 40: Mamalahoa Hwy & Kaiminani Dr Timing Plan: AM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E F F A B Approach Vol, veh/h Approach Delay, s/veh Approach LOS F E B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS F 9/22/2014 Synchro 7 - Report SSFM International Page 1

132 HCM 2010 Signalized Intersection Summary Future (2034) Without Project-Mitigation 40: Mamalahoa Hwy & Kaiminani Dr Timing Plan: AM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E F A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS E C A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 19.1 HCM 2010 LOS B 9/24/2014 Synchro 7 - Report SSFM International Page 1

133 HCM 2010 Signalized Intersection Summary Future (2034) Without Project PM Peak Hour 10: Queen Kaahumanu Hwy & Keahole Airport Rd Palamanui Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 5.9 HCM 2010 LOS A 9/15/2014 Synchro 7 - Report SSFM International Page 1

134 HCM 2010 Signalized Intersection Summary Future (2034) Without Project PM Peak Hour 20: Queen Kaahumanu Hwy & Kaiminani Dr Palamanui Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C D C D B Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C C C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 24.9 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. 9/15/2014 Synchro 7 - Report SSFM International Page 3

135 HCM 2010 TWSC Future (2034) Without Project PM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 13.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB HCM Control Delay, s HCM LOS F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS F C A - - B - - F F B HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 9/15/2014 Synchro 7 - Report SSFM International Page 5

136 HCM 2010 TWSC Future (2034) Without Project PM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Intersection Int Delay, s/veh Movement SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop RT Channelized - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ Mov Cap-2 Maneuver ~ Stage Stage Approach SB HCM Control Delay, s 87.2 HCM LOS F Minor Lane/Major Mvmt 9/15/2014 Synchro 7 - Report SSFM International Page 6

137 HCM 2010 TWSC Future (2034) Without Project PM Peak Hour 40: Mamalahoa Hwy & Kaiminani Dr Palamanui Intersection Int Delay, s/veh 95.3 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ Mov Cap-2 Maneuver ~ Stage Stage Approach EB NB SB HCM Control Delay, s $ HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ HCM Lane LOS B - F E - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 9/15/2014 Synchro 7 - Report SSFM International Page 7

138 HCM 2010 Signalized Intersection Summary Future (2034) Without Project-Mitigation 30: AneK Hwy/Main Street & Kaiminani Dr Timing Plan: PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C B E A C C C B C Approach Vol, veh/h Approach Delay, s/veh Approach LOS B A C C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 13.6 HCM 2010 LOS B 9/24/2014 Synchro 7 - Report SSFM International Page 1

139 HCM 2010 Signalized Intersection Summary Future (2034) Without Project-Mitigation 40: Mamalahoa Hwy & Kaiminani Dr Timing Plan: PM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C F C A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS E B A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 22.5 HCM 2010 LOS C 9/22/2014 Synchro 7 - Report SSFM International Page 1

140 HCM 2010 Signalized Intersection Summary Future (2034) Without Project-Mitigation 40: Mamalahoa Hwy & Kaiminani Dr Timing Plan: PM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 6.1 HCM 2010 LOS A 9/24/2014 Synchro 7 - Report SSFM International Page 1

141 APPENDIX H Analysis Reports Future (2019) With Project Conditions

142 HCM 2010 Signalized Intersection Summary Future (2019) With Project AM Peak Hour 5: Queen Kaahumanu Hwy & Unversity Dr Palamanui Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E A E A Approach Vol, veh/h Approach Delay, s/veh Approach LOS E A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 5.7 HCM 2010 LOS A 9/24/2014 Synchro 7 - Report SSFM International Page 1

143 HCM 2010 Signalized Intersection Summary Future (2019) With Project AM Peak Hour 10: Queen Kaahumanu Hwy & Keahole Airport Rd Palamanui Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS E A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 3.2 HCM 2010 LOS A 9/24/2014 Synchro 7 - Report SSFM International Page 2

144 HCM 2010 Signalized Intersection Summary Future (2019) With Project AM Peak Hour 20: Queen Kaahumanu Hwy & Kaiminani Dr Palamanui Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D C C D B D B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D C B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 21.8 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. 9/24/2014 Synchro 7 - Report SSFM International Page 3

145 HCM 2010 Signalized Intersection Summary Future (2019) With Project AM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C A E B B B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS A B B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 11.7 HCM 2010 LOS B 9/24/2014 Synchro 7 - Report SSFM International Page 4

146 HCM 2010 Signalized Intersection Summary Future (2019) With Project AM Peak Hour 40: Mamalahoa Hwy & Kaiminani Dr Palamanui Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C D C A B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 18.4 HCM 2010 LOS B 9/24/2014 Synchro 7 - Report SSFM International Page 5

147 HCM 2010 Signalized Intersection Summary Future (2019) With Project PM Peak Hour 5: Queen Kaahumanu Hwy & Unversity Dr Palamanui Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C A C A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 8.1 HCM 2010 LOS A 9/24/2014 Synchro 7 - Report SSFM International Page 1

148 HCM 2010 Signalized Intersection Summary Future (2019) With Project PM Peak Hour 10: Queen Kaahumanu Hwy & Keahole Airport Rd Palamanui Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 5.6 HCM 2010 LOS A 9/24/2014 Synchro 7 - Report SSFM International Page 2

149 HCM 2010 Signalized Intersection Summary Future (2019) With Project PM Peak Hour 20: Queen Kaahumanu Hwy & Kaiminani Dr Palamanui Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D E B D B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 18.8 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. 9/24/2014 Synchro 7 - Report SSFM International Page 3

150 HCM 2010 Signalized Intersection Summary Future (2019) With Project PM Peak Hour 30: AneK Hwy/Main Street & Kaiminani Dr Palamanui Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C A D A B B B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS A A B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 8.9 HCM 2010 LOS A 9/24/2014 Synchro 7 - Report SSFM International Page 4

151 HCM 2010 Signalized Intersection Summary Future (2019) With Project PM Peak Hour 40: Mamalahoa Hwy & Kaiminani Dr Palamanui Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B B B A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS B A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 9.2 HCM 2010 LOS A 9/24/2014 Synchro 7 - Report SSFM International Page 5

152 Traffic Signal Warrants - Future (2019) With Project Kaiminani Dr and Ane Keohokalole Hwy/Main St Peak Hour Warrant - Figure 4C-3 Major/Minor Roads Approach Type # of Lanes AM Volume Pass? PM Volume Pass? Pass? Kaiminani Dr / Major No Yes Yes Ane Keohokalole Hwy/Main St Minor AM, 1038, 69 Source: MUTCD, PM, 1131, 112 SSFM International, Inc