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PD Background Report (PL-SLU-2026-000016 PL-REZ-2026-000096)
-1- BWaikoloaGreenSLUREZ.6.5.26.crk COUNTY OF HAWAI‘I PLANNING DEPARTMENT BACKGROUND REPORT WAIKOLOA GREEN LLC STATE LAND USE DISTRICT BOUNDARY AMENDMENT APPLICATION (PL-SLU-2026-000016) CHANGE OF ZONE APPLICATION (PL-REZ-2026-000096) WAIKOLOA GREEN LLC has submitted applications for a State Land Use District Boundary Amendment from an Agricultural to an Urban District for a 14.868-acre portion of a 716.63-acre parcel of land. Additionally, the applicant is requesting a Change of Zone from a Residential and Agricultural-1 Acre (RA-1a) and Open zoning district to a Multiple-Family Residential-1,500 square feet (RM-1.5), Family Agricultural-1 acre (FA- 1a), Agricultural-10 acres (A-10a) and Open zoning districts for a 709.145-acre portion of a 716.63-acre parcel of land. The subject property is located at the southeast side of Pua Melia Street, approximately 810 feet south of its intersection with Waikōloa Road, Waikōloa, South Kohala, Hawaiʻi, TMK: (3) 6-8-002:016 (por.). PROPOSED ACTION 1. Applicant’s Request: The applicant is requesting to amend the State Land Use Boundary designation from an Agricultural to an Urban district for a 14.868-acre portion of the 716.63-acre parcel of land. The State Land Use Urban district includes lands in urban use with sufficient reserve capacity for foreseeable urban growth. Activities and uses within urban lands are controlled by ordinances or regulations of the County that the urban district is situated (Planning Department Exhibit 1 – State Land Use Urban District, HRS 205-2 (a)(1) and (c)). Additionally, the applicant proposes to change the zoning district from a Residential and Agricultural-1 Acre (RA-1a) and Open zoning district to a Multiple-Family Residential-1,500 square feet (RM-1.5) (Planning Department Exhibit 2 – Zoning Code Requirements for Multiple-Family Residential -2- Districts), Family Agricultural-1 acre (FA-1a) (Planning Department Exhibit 3 – Zoning Code Requirements for Family Agricultural Districts), Agricultural-10 acres (A-10a) (Planning Department Exhibit 4 – Zoning Code Requirements for Agricultural Districts) and Open (O) zoning districts (Planning Department Exhibit 5 – Zoning Code Requirements for Open Districts) for a 709.145-acre portion of a 716.63-acre parcel. 2. Purpose of the Request: The applicant seeks to amend the State Land Use District Boundary designation for a 14.868-acre portion of the subject property from the Agricultural District to the Urban District and to rezone the same area from its current Open and RA-1a County zoning designations to RM-1.5. According to the application, this area is intended to accommodate a proposed 400-unit multifamily residential development, including a clubhouse and associated improvements. The remainder of the project area would retain its State Land Use Agricultural District designation. The applicant proposes to rezone 320.024 acres from RA-1a and Open to FA-1a to facilitate the creation of 275 Family Agricultural lots. An additional 264.123 acres is proposed to be rezoned to A-10a to facilitate the creation of 16 agricultural lots with a minimum lot size of 10 acres. The application indicates that these larger agricultural lots may accommodate a proposed food hub and potential solar energy infrastructure. The applicant also proposes to rezone 110.967 acres to Open, with these areas intended to be preserved as open space and public trail corridors. Two non-contiguous portions of the parent parcel, consisting of 6.648 acres and 0.837 acres, respectively, are proposed to be excluded from the current change of zone request because they are subject to separate sales agreements with different owners. Future zoning for these areas is anticipated to be addressed through separate land use entitlement applications. It should be noted that the proposed change of zone is not an amendment to the -3- existing zoning ordinance governing the subject property. Rather, the applicant is requesting approval of a new zoning ordinance that would supersede the existing ordinance for the designated land areas. While the application includes a conceptual development proposal, approval of the requested zoning would not obligate the applicant or any future property owner to construct the project as currently represented. Instead, the requested zoning would establish a range of land uses and development intensities permitted under the Hawaiʻi County Zoning Code. Based on the acreage proposed for each zoning district, the RM-1.5 area could accommodate a maximum of approximately 431 dwelling units, the FA-1a area could accommodate up to 320 one-acre lots, and the A-10a area could accommodate up to 26 ten-acre lots, subject to applicable subdivision, infrastructure, environmental, and regulatory requirements. 3. Project Timetable and Cost: The applicant hopes to secure the requested State Land Use Boundary Amendment and Change of Zone as soon as possible and begin the building permit process immediately thereafter. Tentatively, plans call for securing all necessary approvals and permits by early 2027. Project improvements are planned to be completed by 2045 with an estimated construction cost of $30,000,000. The Project is planned to be developed through 3 phases: ▪ Phase 1 (2035): Approximately 400 multi-family units, clubhouse, 11 agricultural (A-10a) lots, the makai project access road from Waikōloa Road, and the project roadway access from Pua Melia Street. ▪ Phase 2 (2038): Approximately 100 family agricultural lots ▪ Phase 3 (2045): Approximately 175 family agricultural lots and the mauka Project Driveway along Waikōloa Road, remaining 5 agricultural (A-10a) lots. 4. Landowner: Waikoloa Green LLC. -4- 5. Supportive Information: The applicant has submitted the attached in support of the request (Planning Department Exhibit 6 - State Land Use District Boundary Amendment/Change of Zone Application & Planning Department Exhibit 7 – Additional Information Dated May 15, 2026) BACKGROUND INFORMATION 6. December 27, 1990: Effective date of Ordinance No. 90 160, which amended the district classification of approximately 760.497 acres (including the entire subject property) from Unplanned (U) and Multiple Family Residential- 1,500 square feet (RM-1.5) to a Residential and Agricultural-1 acre (RA-1a) and Open (O) zoned districts to allow the development of the Highlands Golf Estates consisting of approximately 286 one to two-acre lots to be integrated within an 18-hole golf course with clubhouse facilities. Future development included an additional 114 RA-1a zoned lots for a total of 400 lots. 7. March 21, 1995: Effective date of Ordinance No. 95 51, which amended Conditions B and C of Ordinance No. 90 160. The amendments required Final Subdivision Approval for not less than 175 lots to be secured within a five (5) year period and the construction of channelized improvements at the intersection of Waikōloa Road and Pua Melia Street/Paniolo Avenue before June 30, 1996, as well as the construction of traffic signalization improvements at the same intersection when the number of lots exceeded 350 or as may be required by the Department of Public Works. 8. May 9, 2000: Administrative time extension to March 21, 2005 granted by Planning Director to secure final Subdivision approval. 9. December 15, 2005: Effective date of Ordinance No. 05 157, which amended Condition B requiring Final Subdivision Approval to be secured within a period of 10 years or December 15, 2015. Condition H of the ordinance required the applicant to seek a change in designation to the Urban or Rural district from the State Land Use Commission (LUC). -5- 10. September 20, 2007: Effective date of Ordinance No. 07 127, which amended Condition B requiring Final Subdivision Approval to be secured within five (5) years from the new amendment, or September 20, 2012. Condition C required the construction of a roundabout at the intersection of Waikōloa Road and Pua Melia Street instead of the signalized intersection as originally proposed. 11. June 10, 2008: Issuance date of Findings of Fact, Conclusions of Law and Decision and Order for a State Land Use District Boundary Amendment by the State Land Use Commission which reclassified 731.58 acres of land (including the entire subject property) from a State Land Use Agricultural to a State Land Use Rural designation, subject to 24 conditions. 12. March 13, 2013: Effective date of Change of Zone Ordinance No. 13 29 which amended Ordinance No. 07 127, which amended Condition B to require Final Subdivision approval of no less than 50 lots within 5 years and Final Subdivision Approval for the entire project within 10 years of the effective date of the Ordinance. The ordinance also amended roadway improvement requirements, added conditions related to pedestrian trail systems and park land dedication. 13. November 29, 2019: Issuance date of Findings of Fact, Conclusions of Law and Decision and Order reverting 731.581 acres of land back to the State Land Use Agricultural District due to non-compliance with conditions of the June 10, 2008 Decision and Order. STATE, COUNTY & COMMUNITY PLANS 14. State Land Use District: Agricultural. 15. General Plan Land Use Designation: The General Plan 2045 (GP 2045) designates the subject property as Medium Density Urban (MDU), Extensive Agriculture (EA), and Light/Service Industrial (LI). Appropriate uses in the Medium Density Urban designation (which encompasses the area to be zoned RM-1.5) include village and neighborhood commercial, light service industrial, and single-family and multiple-family residential and related functions including -6- Transit Oriented Developments (TODs) or Traditional Neighborhood Development (TND). Confined to Urban Growth Areas (UGAs). Dwelling density up to 35 units per acre. The EA designation (which include most of the lands to be zoned FA-1a, A-10a and Open) include lands that are not capable of producing sustained, high agricultural yields without the intensive application of modern farming methods and technologies due to certain physical constraints such as soil composition, slope, tillable by machine, and climate. These lands are better suited for other less intensive agricultural uses such as grazing and pasture and can support additional residential densities when situated near UGAs. Dwelling density up to 1 unit per acre, although additional may be allowed with permitted additional farm dwellings. Finally, the LI designated area (which encompasses a small portion of land on the southwest corner of the property), supports uses that include but are not limited to business parks, research and development centers, product assembly, distribution centers, laboratories, cottage industries, and light service industrial uses. It should be noted that the 2005 LUPAG map designated the property as largely Rural and Open consistent with the existing RA-1a and Open zoning designations. 16. County Zoning: Residential and Agricultural-1 Acre and Open. 17. South Kohala Community Development Plan (SKCDP): The SKCDP was adopted by Ordinance No. 08 159 on December 1, 2008. The subject property is identified within the SKCDP on the Waikōloa Village Conceptual Plan as the Waikōloa Highlands planned development showing a proposed 298 dwelling units. 18. Special Management Area (SMA): The subject property is not situated within the SMA and is located approximately 4.5 miles from the nearest shoreline. DESCRIPTION OF PROPERTY AND SURROUNDING AREA 19. Subject Property: The subject property consists of an irregularly shaped 716.63-acre parcel situated at approximately 1,000 to 1,200 feet above mean -7- sea level. The site is characterized by gently undulating terrain that gradually increases in elevation in the mauka direction. The property surrounds a 30,013 square foot parcel containing Hawaiʻi Electric Light Company (HELCO) facilities which are accessed via easements over the subject parcel. Otherwise, the property is vacant of any structures or improvements. 20. Surrounding Land Uses/Zoning: Properties immediately north of the subject parcel contain Open and A-5a zoning and are currently undeveloped. Just north of Waikōloa Road, approximately 950 feet north of the project area, are CV zoned properties, including the Waikōloa Highland Center which contains a variety of commercial establishments. Several residential subdivisions and RM- zoned multi-family town house developments are located further north and west of the Waikōloa Highland Center. Just west of the project area, on the opposite side of Pua Melia Street, is a mix of CV-10, RM-1.5 and O zoned properties. An adjacent property to the west, identified by TMK (3) 6-8-003:041, was rezoned from Open to MCX-20 in 2024 under Ordinance No. 24-036. This area contains the Lofts at Waikōloa apartments, a post office, an automobile repair shop, the Waikōloa Plaza and several other recently established commercial and residential developments. The AES Hawaiʻi Waikōloa Solar and Storage project is located to the southeast of the subject property, along Waikōloa Road. 21. U.S.D.A. Soil Survey: Hapuna-Waikui-Lālāmilo complex with 0 to 20 percent slopes. This soil type is derived from basic volcanic ash fields over ʻaʻā lava flows, which are well drained with a high runoff class. 22. Land Study Bureau Soil Rating: Soils within the project site are classified as “E” or “Very Poor” for agricultural productivity. 23. Agricultural Lands of Importance to the State of Hawai‘i (ALISH): Unclassified. 24. Flood Zone: The project area is situated within Flood Zone “X,” which is determined by FEMA to be an area of minimal flood hazard. Despite the -8- preceding, DPW noted that recent flood studies identified flooding and flood risks within the watershed area on the property. DPW indicated that future drainage studies are required to address flood risks, downstream impacts, and necessary mitigation improvements prior to each phase of the project. 25. Unexploded Ordnance: The project area is located within the former Waikōloa Maneuver Area (WMA), which was used by the U.S. Marines for live-fire training between 1943 and 1946. As a result, portions of the WMA may contain unexploded ordnance (UXO) from munitions that failed to detonate. The U.S. Army Corps of Engineers and U.S. Army Garrison-Hawaiʻi continue to investigate and remove UXO throughout the WMA; however, due to the size of the affected area and funding limitations, cleanup activities are expected to continue for many years. In response to ongoing development within the WMA, the Hawaiʻi Department of Health (HDOH) has established guidance to reduce potential risks associated with UXO during construction activities. The subject property is located within an area that has previously been cleared by the U.S. Army Corps of Engineers. Nevertheless, HDOH may require preparation of a Site-Specific Environmental Hazard Management Plan (SSEHMP) due to the scale of the proposed development. If required, the applicant will prepare and implement an SSEHMP and follow applicable HDOH recommendations, including worker awareness measures, coordination with qualified UXO professionals, and safety procedures during ground-disturbing activities. 26. Flora/Fauna Resources: Botanical surveys (Rana Productions, Ltd. and AECOS Consultants, 2006) and subsequent assessments identified only introduced species, with no threatened or endangered plant species observed, including buffelgrass, fountain grass, and haole koa, with minor occurrences of shrubs and lichens. Common, non-native bird species such as doves, Japanese white-eye, house finch, and myna are present. While no listed bird species were recorded, the endangered Hawaiian petrel and threatened Newell’s shearwater may -9- seasonally overfly the area (May–November). Project lighting will comply with Hawaiʻi County Code §14-50 to minimize seabird disorientation. The Hawaiian short-eared owl (pueo) may occur in nearby grasslands; if nesting is identified, consultation with DOFAW will occur. The Hawaiian hawk (‘io) and the endangered Hawaiian hoary bat may also occasionally overfly the area, however, suitable habitat is absent at the project site for either species. Introduced mammals (e.g., dogs, cats, rats, mongoose, goats) are expected. 27. Archaeological/Historical Resources: Several archaeological investigations have previously been conducted within the subject parcel, including studies by Robert F. Bevacqua (1972), Peter M. Jensen (1990), Cultural Surveys Hawaiʻi, Inc. (2007), and ASM Affiliates (2018 and 2024). These studies identified two historic properties within the larger subject parcel, identified as SIHP Site 50-10- 11-15931 and Site 50-10-11-31024. Site 50-10-11-15931 consists of a short stone wall segment near ʻAuwaiakeakua Gulch and was previously evaluated as significant for information content only (Criterion D). Site 50-10-11-31024, originally identified as “Site 22,” consists of a soil terrace defined by two bi-faced walls and has been interpreted as possibly representing a post-contact water retention feature or cattle watering reservoir. The applicant retained ASM Affiliates, Inc. (ASM) to conduct an Archaeological Field Inspection (AFI) of the approximately 14.868-acre area proposed for Urban State Land Use and RM-1.5 zoning designation within the subject parcel. ASM conducted background research and a systematic pedestrian surface inspection with 100% coverage of the project area to determine whether undocumented historic properties were present. ASM’s February 26, 2024 report (included as Exhibit C of the application) indicated that no archaeological sites, features, cultural deposits, or historic properties were identified within the project area and recommended a determination of “No Historic Properties Affected” pursuant to HAR §13-284-7 for the proposed grading activities. ASM’s 2024 report concluded -10- that, given the extent of prior archaeological investigations and the results of the current field inspection, the likelihood of encountering previously unidentified historic properties within the project area is low. Approximately 95% of Site 50- 10-11-31024 is located outside the subject property boundaries, and Site 50-10- 11-15931 was evaluated as significant for information content only, therefore, neither will be adversely affected by the proposed project. If any historic properties, human remains, or cultural materials are encountered during land- disturbing activities, all work in the immediate area will cease and DLNR-SHPD will be contacted in accordance with applicable law. 28. Cultural Resources: A Cultural Impact Assessment (CIA) prepared by Cultural Surveys Hawaiʻi in 2006 as part of the previous State Land Use District Boundary Amendment from Agricultural to Rural approved by the State Land Use Commission in 2008. The CIA included historical research, archaeological review, and community consultation efforts. According to the application, individuals and organizations consulted during the study were not aware of ongoing traditional cultural practices occurring on the property. No native Hawaiian plant species commonly associated with gathering practices were identified during botanical surveys of the site. The applicant does not anticipate adverse impacts to cultural practices, traditional gathering rights, or significant cultural resources because of the proposed project. The applicant states that any legitimate gathering claims by Native Hawaiians would be respected and accommodated through provision of appropriate access. 29. Public Access: According to the Archaeological Field Inspection (AFI) prepared by ASM, a 1928 USGS Puakō quadrangle shows the historic Puakō-Keʻāmuku Trail crossing the subject parcel (Figure 14 of the AFI). The trail is depicted as a road on the 1956 USGS Puʻu Hinai quadrangle (Figure 15 of the AFI). Based on the preceding, staff consulted with the State Department of Land and Natural Resources (DLNR), Nā Ala Hele Trail and Access Program regarding the history -11- and alignment of the Puakō-Keʻāmuku Trail and whether it may qualify as a government-owned trail under the Highways Act of 1892. In a June 5, 2026 comment letter, Nā Ala Hele stated that the Puakō-Keʻāmuku Trail is a documented historic mauka-makai access trail connecting the coastal village of Puakō with the upland agricultural and forest lands of Waikōloa, as well as a portion of the major interior cross-island trail network. Nā Ala Hele identified documentation of the trail on maps dating to at least 1885 and 1892 and indicated that the trail alignment may be government-owned pursuant to the Highways Act of 1892. Nā Ala Hele further noted that, although the project proposes a trail and open space corridor, it is unclear whether the proposed corridor aligns with the actual historic trail alignment through the project area. The agency recommended that the applicant confirm the exact alignment of the trail through archaeological and cultural mapping in consultation with Nā Ala Hele staff and prepare a Public Access Plan addressing trail alignment, access, connected trail networks, trailhead facilities, maintenance, and interpretive features. Nā Ala Hele also recommended that, following confirmation of the trail alignment, the corridor be preserved through subdivision as a separate state- owned parcel. These comments indicate that the trail may constitute a historic government trail corridor; however, additional investigation is needed to verify its precise alignment and ownership status within the project area. 30. Traffic: A Traffic Impact Analysis Report (TIAR) was prepared by Austin, Tsutsumi & Associates, Inc. to evaluate the transportation impacts associated with the proposed Waikoloa Green development. The TIAR evaluated existing and projected future traffic conditions at six study intersections within the Waikōloa region, including: (1) Waikōloa Road/Pua Melia Street (West); (2) Waikōloa Road/Paniolo Avenue/Pua Melia Street (East); (3) Waikōloa Road/ Waikōloa Plaza Road; (4) Queen Kaʻahumanu Highway/ Waikōloa Road/ Waikōloa Beach Drive; (5) Māmalahoa Highway/ Waikōloa Road; and (6) -12- Māmalahoa Highway/Daniel K. Inouye Highway. The analysis evaluated projected traffic conditions for future years 2035, 2038, and 2045 pursuant to County concurrency requirements under HCC §25-2-46. The TIAR utilized the HDOT Travel Demand Forecasting Model and incorporated projected regional growth, known planned developments, and future transportation infrastructure assumptions. The applicant proposes a phased development schedule extending through approximately 2045. Phase 1, anticipated to be completed by 2035, includes construction of approximately 400 multi-family residential units, a clubhouse, 11 agricultural lots, and primary project access improvements. Phase 2, anticipated to be completed by 2038, includes approximately 100 Family Agricultural lots. Phase 3, anticipated to be completed by 2045, includes approximately 175 additional Family Agricultural lots, remaining agricultural lots, and an additional mauka access connection to Waikōloa Road. The TIAR estimates the completed project would generate approximately 355 AM peak hour trips and 472 PM peak hour trips. The TIAR concludes that cumulative regional traffic growth is anticipated to substantially affect roadway operations in the Waikōloa area over the long term. Under projected 2035 conditions, several minor street and left-turn movements at study intersections are anticipated to operate at Level of Service (LOS) E or LOS F conditions, although most intersections are projected to remain under capacity. By 2038, the eastbound left-turn movement at the Māmalahoa Highway/ Waikōloa Road intersection is projected to operate over capacity during PM peak hours. Under projected 2045 conditions, the Queen Kaʻahumanu Highway/ Waikōloa Road/ Waikōloa Beach Drive intersection is anticipated to operate at LOS E during AM peak hours and LOS F during PM peak hours, while the eastbound left-turn movement at Māmalahoa Highway/ Waikōloa Road is -13- projected to operate at LOS F and overcapacity during both AM and PM peak periods. The TIAR identifies several planned and conceptual future transportation improvements assumed within the analysis, including the Waikōloa Road/Paniolo Avenue roundabout, the Daniel K. Inouye Highway Extension, the Waikōloa Village Second Access Road, future signalization improvements, and widening of Queen Kaʻahumanu Highway in the vicinity of Waikōloa Road. Recommended mitigation measures include construction of an eastbound left-turn acceleration lane at Māmalahoa Highway/ Waikōloa Road by 2035, future traffic signalization at the same intersection by 2045, and widening of Queen Kaʻahumanu Highway from two to four lanes in the vicinity of Waikōloa Road by 2045. UTILITIES AND SERVICES 31. Roadway Access: Existing access to the property is provided via Pua Melia Street, a County-owned and maintained roadway with approximately 35 feet of pavement and concrete curb, gutter, and sidewalks within a 60-foot-wide right-of- way. The project access point is located approximately 850 feet south of the intersection of Pua Melia Street, Paniolo Avenue, and Waikōloa Road. At the intersection of Waikōloa Road, Paniolo Avenue and Pua Melia Street, the Paniolo Avenue approach has three lanes, one for each movement, and is controlled by a temporary traffic signal. The proposed Waikoloa Green project would be accessed by a combination of new access roadways from Pua Melia Street and Waikōloa Road. The Pua Melia Street access will be constructed in Phase 1 and is intended to serve the multi- family component and provide future connectivity to the remainder of the parcel. The two access points proposed along Waikōloa Road consist of a makai access planned for Phase 1 and a mauka access planned for Phase 3. Waikōloa Road is a County owned and maintained roadway with an approximately 43-foot-wide pavement within a 100-foot-wide right-of-way in the vicinity of the two proposed -14- access points. All internal roadways will be built to County dedicable roadway standards and be dedicated to the County when complete. The Hawaiʻi Police Department expressed concerns regarding the proposed access configuration and the project’s anticipated traffic impacts. The Department stated that the proposed Pua Melia Street access would significantly increase traffic volumes near the Waikōloa Road/Paniolo Avenue/Pua Melia Street intersection and future roundabout area, particularly due to anticipated traffic generated by the proposed 400-unit multi-family development. The Police Department further stated that the Waikōloa Road Phase 1 access should require a signalized and improved intersection design because vehicles traveling westbound on Waikōloa Road have not yet slowed to lower village speeds at the proposed access location, creating potential turning conflicts and traffic queuing. Additional concerns were raised regarding the proposed mauka Waikōloa Road access planned for Phase 3. The Police Department characterized this access location as impractical due to roadway curvature, limited visibility, elevation changes, and vehicle speeds along Waikōloa Road. The Department indicated that roadway widening, merge lanes, and possible speed limit reductions may be necessary to safely accommodate the proposed intersection. The Department also noted that the TIAR did not adequately address operational improvements for the proposed project access points or identify necessary roadway improvements and traffic control measures associated with the new intersections. The Department of Public Works (DPW), Engineering Division, also provided comments regarding roadway access and infrastructure requirements. DPW stated that all roads must be constructed within 50-foot or greater rights-of-way and built to County dedicable standards, including curbs, gutters, and sidewalks where applicable. DPW further required updated TIARs and drainage studies prior to each phase of development and indicated that future roadway and drainage improvements may be necessary, including improvements to the -15- ʻAuwaiakeakua Gulch bridge and mitigation of downstream drainage impacts. DPW additionally stated that improvements at impacted intersections, including channelization, signalization, or roundabouts at Waikōloa Road and Paniolo Drive, may be required depending on future traffic analyses. DPW recommended limiting the project to two access points on Waikōloa Road and noted that additional improvements such as left-turn lanes, merge lanes, and relocation of the proposed mauka access away from the roadway curve may be required to address safety concerns. 32. Water: Water for the proposed project will be provided by West Hawaiʻi Water Company, a private water system authorized by the Hawaiʻi Public Utilities Commission (PUC) to provide water service to the Waikōloa area. Through a ‘Will Serve Letter’, West Hawaiʻi Water Company confirmed that the subject property is situated within the utility’s service territory and that it can provide a total of 1.29 million gallons per day to support the entire proposed project (450 water units for multiple-family development and clubhouse, 275 water units for 275 FA-1a lots, and 130 water units for the 26 proposed A-10a lots) pursuant to an extension agreement and construction fees. According to the Department of Water Supply (DWS), the water system in the area is privately owned and operated, thus DWS requires compliance with Subdivision Code related to water system improvements, including: 1) provision of a water system designed to deliver water at adequate pressure and volume under peak- flow and fire-flow conditions in accordance with the prevailing Water System Standards, State of Hawaiʻi , and the Rules and Regulations of the Department of Water Supply. The water system shall include, but not be limited to, the installation of necessary distribution pipeline, fire hydrants, and service laterals; 2) Submission of construction plans to DWS for review and approval; and 3) payment of 0.4% of the estimated construction cost of the water system to cover costs of plan review, testing and inspection. -16- 33. Wastewater: There is currently no County sewer service available in the area. However, the West Hawaiʻi Sewer Company, a private wastewater utility authorized by the Hawaiʻi Public Utilities Commission (PUC) to provide sewer service in the Waikōloa area, is located nearby. West Hawaiʻi Sewer Company submitted a letter indicating its willingness to provide sewer service to the proposed multiple-family development and clubhouse, which the applicant estimates will generate approximately 99,000 gallons of wastewater per day. The letter also noted that the project site is not presently within the company’s approved service territory. As a result, expansion of the service territory would require approval from the PUC before sewer service could be extended to the project. The cost of the expansion would be borne by the developer, and there is no established timeline for the PUC to act on such a request. Based on the foregoing, no sewer service is currently available to the subject property. Wastewater service for the FA-1a and A-10a zoned lots will be provided through individual wastewater systems (IWS) that comply with State Department of Health requirements. 34. Solid Waste: There are no municipal waste collection services in the County. Solid waste will either be handled by commercial haulers or individual lot owners who will dispose of the refuse at authorized transfer stations or landfill sites. The applicant will prepare and implement a solid waste management plan if required. 35. Utilities and Services: Electrical, telephone and internet services are available to the project site. Police and medical services are located in Waimea, approximately 10 miles away. There is a fire station located approximately 0.5 miles away in Waikōloa Village. AGENCY COMMENTS 36. Department of Water Supply (Planning Department Exhibit 8 – March 6, 2026 memo) -17- 37. Department of Public Works-Engineering Division (Planning Department Exhibit 9 – May 11, 2026 memo) 38. Police Department: (Planning Department Exhibit 10 - March 9, 2026 memo) 39. State Department of Health: (Planning Department Exhibit 11 – February 18, 2026 memo) 40. State Office of Planning and Sustainable Development: (Planning Department Exhibit 12 – March 4, 2026 letter) 41. State Department of Land and Natural Resources, Nā Ala Hele Trail and Access Program (Planning Department Exhibit 13 – June 5, 2026 letter) AGENCIES - NO COMMENTS OR CONCERNS 42. State Department of Transportation. AGENCIES – NO RESPONSE 43. Department of Public Works-Traffic Division, Department of Environmental Management, Fire Department, Office of Housing and Community Development, State Department of Transportation, State Land Use Commission, Department of Land and Natural Resources – State Historic Preservation Division, State Department of Land and Natural Resources, and South Kohala Traffic Safety Committee. PUBLIC COMMENTS 44. Testimony in opposition from Kara Nispel (Planning Department Exhibit 14 – February 14, 2026 email). 45. Testimony in opposition from Nhumey Tropp & William Keihn (Planning Department Exhibit 15 – March 3, 2026 email). 46. Testimony in opposition from Robert Gerard (Planning Department Exhibit 16 – March 4, 2026 email). 47. Testimony in opposition from Cortney Ruess (Planning Department Exhibit 17 – March 12, 2026 email). -18- 48. Testimony in opposition from Leila Sackfield (Planning Department Exhibit 18 – March 12, 2026 email). 49. Testimony in opposition from Melinda Menchetti (Planning Department Exhibit 19 – March 12, 2026 email). 50. Testimony in opposition from Michelle R. Stefanik (Planning Department Exhibit 20 – March 12, 2026 email). 51. Testimony in opposition from Erin M. Williams (Planning Department Exhibit 21 – March 12, 2026 email). 52. Testimony in opposition from Akira and Sharon Yamada (Planning Department Exhibit 22 – March 13, 2026 email). 53. Testimony in opposition from Ava Vaughn (Planning Department Exhibit 23 – March 13, 2026 email). 54. Testimony in opposition from Carolyn Manero (Planning Department Exhibit 24 – March 13, 2026 email). 55. Testimony in opposition from Emily T. Gail (Planning Department Exhibit 25 – March 13, 2026 email). 56. Testimony in opposition from Grady G (Planning Department Exhibit 26 – March 13, 2026 email). 57. Testimony in opposition from Karla Noel (Planning Department Exhibit 27 – March 13, 2026 email). 58. Testimony in opposition from Mona Peck (Planning Department Exhibit 28 – March 13, 2026 email). 59. Testimony in opposition from Patty Walker (Planning Department Exhibit 29 – March 13, 2026 email). 60. Testimony in opposition from Susan Grace (Planning Department Exhibit 30 – March 13, 2026 email). -19- APPLICANT’S RESPONSE TO AGENCY AND PUBLIC COMMENTS 61. Applicant’s Response to Agency Comments (Planning Department Exhibit 31 – June 5, 2026 letter). 62. Applicant’s Response to Agency Comments (Planning Department Exhibit 32 – June 9, 2026 letter). § 25-5-26 HAWAI‘I COUNTY CODE SUPP. 17 (1-2025) 25-78 (3) On a building site with a required area of twenty thousand square feet or more: (A) Front and rear yards, twenty-five feet; and (B) Side yards, fifteen feet. (1996, ord 96-160, sec 2; ratified April 6, 1999; am 1997, ord 97-88, sec 2.)25-5-266 Section 25-5-27. Other regulations. (a) There may be more than one double-family dwelling or more than two single-family dwellings or any combination thereof on each building site in the RD district; provided that the minimum land area requirement for each dwelling unit is met. (b) There shall be at least fifteen feet between the exterior walls of each main structure on the same building site in the RD district. (c) Plan approval shall be required for all new buildings and additions to existing buildings in the RD district, except for construction of one single-family dwelling and any accessory buildings per lot. (d) An accessory dwelling unit may be located on any building site in the RD district, as permitted under article 6, division 3 of this chapter. (e) Exceptions to the regulations for the RD district regarding heights, building site areas, building site average widths and yards, may be approved by the commission within a planned unit development. (1996, ord 96-160, sec 2; ratified April 6, 1999; am 2005, ord 05-155, sec 3; am 2015, ord 15-33, sec 4; am 2024, ord 24-70, sec 9.)25-5-27 Division 3. RM, Multiple-Family Residential Districts. Section 25-5-30. Purpose and applicability. The RM (multiple-family residential) district provides for medium and high density residential use. It covers areas with full community facilities and services. It may occupy transition areas between commercial or industrial areas and other districts of less intense land use. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-30 Section 25-5-31. Designation and density of RM districts. (a) Each RM (multiple-family residential) district shall be designated on the zoning map by the symbol “RM” followed by a number which indicates the required land area, in thousands of square feet, for each dwelling unit or for each separate rentable unit in the case of boarding, rooming, or lodging houses, fraternity or sorority houses. (b) In case any of the permitted uses have dormitories, two beds shall be equivalent to one separate rentable unit for purposes related to the required land area in the RM district. (c) The maximum density designation in the RM district shall be .75 or seven hundred fifty square feet of land area per dwelling unit or separate rentable unit. (d) In the RM district the following density designations shall be used: .75, 1, 1.5, 2, 2.5, 3, 3.5, 4 and upward in 0.5 increments. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-31 ZONING § 25-5-32 25-79 SUPP. 19 (1-2026) Section 25-5-32. Permitted uses. (a) The following uses shall be permitted in the RM district: (1) Adult day care homes. (2) Apiaries. (3) Bed and breakfast establishments, as permitted under section 25-4-7. (4) Boarding facilities, rooming, or lodging houses. (5) Cemeteries and mausoleums, as permitted under chapter 6, article 1 of this Code. (6) Commercial or personal service uses, on a small scale, as approved by the director, provided that the total gross floor area does not exceed one thousand two hundred square feet and a maximum of five employees. (7) Crop production. (8) Dwellings, double-family or duplex. (9) Dwellings, multiple-family. (10) Dwellings, single-family. (11) Family child care homes. (12) Group living facilities. (13) Home occupations, as permitted under section 25-4-13. (14) Household henneries, as permitted under section 25-4-18. (15) Meeting facilities, as permitted under section 25-4-17. (16) Model homes, as permitted under section 25-4-8. (17) Neighborhood parks, playgrounds, tennis courts, swimming pools, and similar neighborhood recreational areas and uses. (18) Public uses and structures, as permitted under section 25-4-11. (19) Short-term vacation rentals situated in any of the following: (A) General plan resort and resort node areas. (B) Outside the general plan resort and resort node areas, in multiple family dwellings within a condominium property regime as defined and governed by chapters 514A or 514B, Hawai‘i Revised Statutes. (20) Telecommunication antenna and towers, as permitted under section 25-4-12. (21) Temporary real estate offices, as permitted under section 25-4-8. (22) Time share units situated in any of the following: (A) Areas designated as resort under the general plan land use pattern allocation guide (LUPAG) map. (B) Areas determined by the director to be within resort areas identified by the general plan land use element, except for retreat resort areas. (C) Areas determined for such use by the council, by resolution. (23) Utility substations, as permitted under section 25-4-11. (b) In addition to those uses permitted under subsection (a) above, the following uses may be permitted in the RM district, provided that a use permit is issued for each use: (1) Care homes. (2) Crematoriums, funeral homes, funeral services, and mortuaries. (3) Day care centers. § 25-5-32 HAWAI‘I COUNTY CODE SUPP. 19 (1-2026) 25-80 (4) Golf courses and related golf course uses, including golf driving ranges, golf maintenance buildings and golf club houses, provided that the property is within the state land use urban or rural district. Golf courses and golf driving ranges shall not be permitted within the state land use agricultural district unless approved by the County before July 1, 2005. (5) Hospitals, sanitariums, old age, convalescent, nursing and rest homes. (6) Medical clinics. (7) Schools. (8) Special events. (9) Yacht harbors and boating facilities. (c) Buildings and uses normally considered directly accessory to the uses permitted in this section shall also be permitted in the RM district. (1996, ord 96-160, sec 2; ratified April 6, 1999; am 2012, ord 12-28, sec 5; am 2014, ord 14-86, sec 5; am 2018, ord 18-114, sec 7; am 2019, ord 19-100, sec 5; am 2021, ord 21-26, sec 7; am 2024, ord 24-65, secs 7 and 10; am 2025, ord 25-55, secs 8 and 9; ord 25-66, sec 12; ord 25-85, sec 3.)25-5-32 Section 25-5-33. Height limit. (a) In areas in the County outside of the City of Hilo, the height limit in the RM district shall be forty-five feet. (b) In the City of Hilo, the height limit in the RM district shall be one hundred twenty feet. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-33 Section 25-5-34. Minimum building site area. The minimum building site in the RM district shall be seven thousand five hundred square feet. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-34 Section 25-5-35. Minimum building site average width. Each building site in the RM district shall have a minimum average width of sixty feet. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-35 Section 25-5-36. Minimum yards. Minimum yards in the RM district shall be as follows: (1) Front and rear yards, twenty feet; and (2) Side yards, eight feet for a one-story building, plus an additional two feet for each additional story. (1996, ord 96-160, sec 2; ratified 1999, ord 96-160, sec 1.)25-5-36 Section 25-5-37. Landscaping. Landscaping shall be provided on a minimum of twenty percent of the total land area of any building site in the RM district, except for lots containing only one single-family dwelling and accessory buildings. Parking areas shall not be included within the area required for landscaping on any building site. (1996, ord 96-160, sec 2; ratified April 6, 1999, am 2005, ord 05-155, sec 4.)25-5-37 ZONING § 25-5-38 25-81 SUPP. 17 (1-2025) Section 25-5-38. Other regulations. (a) There may be more than one main building on any building site in the RM district. (b) Distance between main buildings on the same building site in the RM district shall be at least fifteen feet. (c) Plan approval shall be required for all new buildings and additions to existing buildings in the RM district, except for construction of one single-family dwelling and any accessory buildings per lot. (d) Exceptions to the regulations for the RM district regarding heights, building site areas, building site average widths and yards, may be approved by the commission within a planned unit development. (1996, ord 96-160, sec 2; ratified April 6, 1999; am 2005, ord 05-155, sec 5; am 2015, ord 15-33, sec 4.)25-5-38 Division 4. RCX, Residential-Commercial Mixed Use Districts. Section 25-5-40. Purpose and applicability. The RCX (residential-commercial mixed use) district provides for the mixing of some small-scale service type commercial uses in a district that is primarily residential in character. The intent of this district is to allow a residential area to have certain convenience type of commercial uses so as to provide more of a neighborhood character to the residential area. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-40 Section 25-5-41. Designation and density of RCX districts. (a) Each RCX (residential-commercial mixed use) district shall be designated on the zoning map by the symbol “RCX” followed by a number which indicates the required land area, in thousands of square feet for each dwelling unit, or for each separate rentable unit in the case of boarding, rooming, or lodging houses, fraternity or sorority houses, or for each commercial unit. (b) In case any of the permitted uses have dormitories, two beds shall be equivalent to one separate rentable unit for purposes related to the required land area in the RCX district. (c) The maximum density designation in the RCX district shall be .75 which means seven hundred fifty square feet of land area per dwelling unit or separate rentable unit. (d) In the RCX district the following density designations shall be used: .75, 1, 1.5, 2, 2.5, 3, 3.5, 4 and upward in 0.5 increments. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-41 Section 25-5-42. Permitted uses. (a) The following uses shall be permitted in the RCX district: (1) Adult day care homes. (2) Apiaries. (3) Bed and breakfast establishments, as permitted under section 25-4-7. (4) Boarding facilities, rooming, or lodging houses. ZONING § 25-5-57 25-87 SUPP. 17 (1-2025) Section 25-5-57. Other regulations. (a) If any legal building site in the RA district has an area less than one-half acre, then the yard and height requirements for the building site shall be the same as the yard requirements for the RS district. (b) Plan approval shall be required prior to the construction or installation of any new structure or development, or of any addition to an existing structure or development which is used for minor agricultural products processing. (c) An accessory dwelling unit may be located on any building site in the RA district, as permitted under article 6, division 3 of this chapter. (d) Exceptions to the regulations for the RA district regarding heights, building site areas, building site average widths and yards, may be approved by the commission within a planned unit development pursuant to article 6, division 1 of this chapter. (1996, ord 96-160, sec 2; ratified April 6, 1999; am 2015, ord 15-33, sec 4; am 2024, ord 24-70, sec 8.)25-5-57 Division 6. FA, Family Agricultural Districts. Section 25-5-60. Purpose and applicability. The FA (family agricultural) district provides for a blend of small-scale agricultural operations associated with residential activities and which may be characterized by farm estates, small acreage farms, or subsistence lots. The FA district is intended to be in areas designated as being within the State land use agricultural district, where public services and infrastructure are appropriate to support the very low density residential needs of a rural community and where substantial number of parcels are less than five acres in size, and where a mix of uses will not conflict with or be detrimental to existing agricultural uses in the surrounding area. In addition, this district is intended to be primarily comprised of agricultural lands less than five acres in area, which are not classified as A or B lands under the land study bureau’s master productivity rating, or classified as prime, unique, or other important agricultural lands. Provided, that this district may include lands so classified if the lands are situated within an urban expansion or other urban designation under the general plan land use pattern allocation guide (LUPAG) map. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-60 Section 25-5-61. Designation of FA districts. Each FA (family agricultural) district shall be designated on the zoning map by the symbol “FA” followed by a number and the lower case letter “a” which indicates the required number of acres for each building site. For example, FA-1a means a family agricultural district with a minimum building site area of one acre. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-61 § 25-5-65 HAWAI‘I COUNTY CODE SUPP. 17 (1-2025) 25-90 Section 25-5-65. Minimum building site average width. Each building site in the FA district must have a minimum average width of one hundred twenty feet for the initial one acre of required area plus twenty feet for each additional acre of required area; provided that no building site shall be required to have an average width greater than three hundred feet. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-65 Section 25-5-66. Minimum yards. (a) Except as otherwise provided in this section, the minimum yards in the FA district shall be thirty feet for front and rear yards and twenty feet for side yards. (b) In the FA district, accessory buildings and enclosures (other than fences under eight feet high) for the shelter and confinement of any livestock shall be at least thirty feet from the side and rear property lines. (c) Appropriate additional setbacks from adjacent residential zoned lands may be required by the director for those facilities and uses which may include more frequently used machinery and equipment in order to minimize potential lighting, odor, vector and air and water quality impacts. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-66 Section 25-5-67. Other regulations. (a) If any legal building site in an FA district has an area of less than one acre, then the yard and height requirements for the building site shall be the same as the yard and height requirements in the RA district. (b) One single-family dwelling or one farm dwelling shall be permitted on any building site in the FA district. A farm dwelling is a single-family dwelling located on or used in connection with a farm or if the agricultural activity provides income to the family occupying the dwelling. (c) Additional farm dwellings may be permitted in the FA district only upon the following conditions: (1) A farm dwelling agreement for each additional farm dwelling, on a form prepared by the director, shall be executed between the owner of the building site, any lessee having a lease on the building site with a term exceeding one year from the date of the farm dwelling agreement, and the County. The agreement shall require the dwelling to be used for farm-related purposes. (2) The applicant shall submit an agricultural development and use program, farm plan or other evidence of the applicant’s continual agricultural productivity or farming operation within the County to the director. Such plan shall also show how the farm dwelling will be utilized for farm-related purposes. (d) An accessory dwelling unit may be located on any building site in the FA district, as permitted under article 6, division 3 of this chapter. ZONING § 25-5-67 25-91 SUPP. 17 (1-2025) (e) Exceptions to the regulations for the FA district regarding heights, building site areas, building site average widths and yards, may be approved by the commission within a planned unit development. (f) Plan approval shall be required prior to the construction or installation of any new structure or development, or of any addition to an existing structure or development which is used for minor agricultural products processing. (1996, ord 96-160, sec 2; ratified April 6, 1999; am 2015, ord 15-33, sec 4; am 2024, ord 24-70, sec 8.)25-5-67 Division 7. A, Agricultural Districts. Section 25-5-70. Purpose and applicability. The A (agricultural) district provides for agricultural and very low density agriculturally-based residential use, encompassing rural areas of good to marginal agricultural and grazing land, forest land, game habitats, and areas where urbanization is not found to be appropriate. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-70 Section 25-5-71. Designation of A districts. Each A (agricultural) district shall be designated on the zoning map by the symbol “A” followed by a number together with the lower case letter “a” which indicates the required or minimum number of acres for each building site. For example, A-10a means an agricultural district with a minimum building site area of ten acres. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-71 Section 25-5-72. Permitted uses. (a) The following uses shall be permitted in the A district: (1) Agricultural parks. (2) Agricultural products processing, major and minor. (3) Agricultural tourism as permitted under section 25-4-15. (4) Animal hospitals. (5) Apiaries. (6) Aquaculture. (7) Botanical gardens, nurseries and greenhouses, seed farms, plant experimental stations, arboretums, floriculture, and similar uses dealing with the growing of plants. (8) Campgrounds, parks, playgrounds, tennis courts, swimming pools, and other similar open area recreational facilities, where none of the recreational features are entirely enclosed in a building. (9) Cemeteries and mausoleums, as permitted under chapter 6, article 1 of this Code. (10) Crop production. (11) Dwelling, single-family, as permitted under chapter 205, Hawai‘i Revised Statutes and as permitted under section 25-5-77(b). (12) Farm dwellings, as permitted under section 25-5-77(b) and (c). ZONING § 25-5-67 25-91 SUPP. 17 (1-2025) (e) Exceptions to the regulations for the FA district regarding heights, building site areas, building site average widths and yards, may be approved by the commission within a planned unit development. (f) Plan approval shall be required prior to the construction or installation of any new structure or development, or of any addition to an existing structure or development which is used for minor agricultural products processing. (1996, ord 96-160, sec 2; ratified April 6, 1999; am 2015, ord 15-33, sec 4; am 2024, ord 24-70, sec 8.)25-5-67 Division 7. A, Agricultural Districts. Section 25-5-70. Purpose and applicability. The A (agricultural) district provides for agricultural and very low density agriculturally-based residential use, encompassing rural areas of good to marginal agricultural and grazing land, forest land, game habitats, and areas where urbanization is not found to be appropriate. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-70 Section 25-5-71. Designation of A districts. Each A (agricultural) district shall be designated on the zoning map by the symbol “A” followed by a number together with the lower case letter “a” which indicates the required or minimum number of acres for each building site. For example, A-10a means an agricultural district with a minimum building site area of ten acres. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-71 Section 25-5-72. Permitted uses. (a) The following uses shall be permitted in the A district: (1) Agricultural parks. (2) Agricultural products processing, major and minor. (3) Agricultural tourism as permitted under section 25-4-15. (4) Animal hospitals. (5) Apiaries. (6) Aquaculture. (7) Botanical gardens, nurseries and greenhouses, seed farms, plant experimental stations, arboretums, floriculture, and similar uses dealing with the growing of plants. (8) Campgrounds, parks, playgrounds, tennis courts, swimming pools, and other similar open area recreational facilities, where none of the recreational features are entirely enclosed in a building. (9) Cemeteries and mausoleums, as permitted under chapter 6, article 1 of this Code. (10) Crop production. (11) Dwelling, single-family, as permitted under chapter 205, Hawai‘i Revised Statutes and as permitted under section 25-5-77(b). (12) Farm dwellings, as permitted under section 25-5-77(b) and (c). § 25-5-72 HAWAI‘I COUNTY CODE SUPP. 19 (1-2026) 25-92 (13) Fertilizer yards utilizing only manure and soil, for commercial use. (14) Forestry. (15) Game and fish propagation. (16) Group living facilities. (17) Kennels. (18) Livestock production, provided that piggeries and pen feeding of livestock shall only be located on sites approved by the State department of health and the director, and must be located no closer than one thousand feet away from any major public street or from any other zoning district. (19) Public uses and structures which are necessary for agricultural practices. (20) Retention, restoration, rehabilitation, or improvement of building or sites of historic or scenic interest. (21) Riding academies, and rental or boarding stables. (22) Roadside stands for the sale of agricultural products grown on the premises. (23) Telecommunication antenna and towers, as permitted under section 25-4-12. (24) Utility substations, as permitted under section 25-4-11. (25) Vehicle and equipment storage areas that are directly accessory to aquaculture, crop production, game and fish propagation, livestock grazing and livestock production. (26) Veterinary establishments. (27) Wind energy facilities. (b) The following uses may be permitted in the A district, provided that a use permit is issued for each use: (1) Golf courses and related golf course uses, including golf course driving ranges, golf maintenance buildings and golf club houses, provided that the property is within the state land use urban or rural district. Golf courses and golf driving ranges shall not be permitted within the state land use agricultural district unless approved by the County before July 1, 2005. (c) The following uses may be permitted in the A district, provided that a special permit is obtained for such use if the building site is located within the State land use agricultural district: (1) Adult day care homes. (2) Airfields, heliports, and private landing strips. (3) Bed and breakfast establishments, as permitted under section 25-4-7. (4) Excavation or removal of natural building material or minerals, for commercial use. (5) Family child care homes. (6) Guest ranches. (7) Home occupations, as permitted under section 25-4-13. (8) Lodges. (9) Model homes, as permitted under section 25-4-8. (10) Public dumps. ZONING § 25-5-72 25-93 SUPP. 19 (1-2026) (11) Public uses and structures, other than those necessary for agricultural practices, as provided under section 25-4-11. (12) Temporary real estate offices, as permitted under section 25-4-8. (13) Trailer parks with density of three thousand five hundred square feet of land area per trailer, provided that plan approval is secured prior to commencing such use. (14) Uses, other than those specifically listed in this section, which meet the standards for a special permit under chapter 205, Hawai‘i Revised Statutes. (d) The following uses may be permitted in the A district, provided that either a use permit is issued for each use if the building site is outside of the State land use agricultural district or a special permit is issued for each use if the building site is within the State land use agricultural district: (1) Bed and breakfast establishments, as permitted under section 25-4-7. (2) Crematoriums, funeral homes, funeral services, and mortuaries. (3) Day care centers. (4) Hospitals, sanitariums, old age, convalescent, nursing and rest homes. (5) Major outdoor amusement and recreation facilities. (6) Medical clinics. (7) Meeting facilities, including special events, as permitted under section 25-4-17. (8) Schools. (9) Special events. (e) Buildings and uses accessory to the uses permitted in this section shall also be permitted in the A district. (f) No building site shall be established after December 1, 1996 which shall in any way restrict or limit aquaculture, horticulture, production of crops, keeping of livestock, game and fish propagation, or the processing, sale or other commercial use of the products of such uses. (1996, ord 96-160, sec 2; ratified April 6, 1999; am 2008, ord 08-155, sec 13; am 2010, ord 10-17, sec 6; am 2012, ord 12-28, sec 9; ord 12-124, sec 8; am 2014, ord 14-86, sec 9; am 2021, ord 21-26, sec 10; am 2024, ord 24-65, secs 7, 8, and 10; am 2025, ord 25-55, secs 8 and 9; ord 25-66, sec 16.)25-5-72 Section 25-5-73. Height limit. The height limit in the A district shall be thirty-five feet for any residential structure, including any single-family dwelling, or farm dwelling, and forty-five feet for all other structures. The director may, however, permit by plan approval, any nonresidential agricultural structures to be constructed to a height of one hundred feet, if the director determines that the additional height above the forty-five foot height limit is necessary. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-73 Section 25-5-74. Minimum building site area. The minimum building site area in the A district shall be five acres. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-74 § 25-5-75 HAWAI‘I COUNTY CODE 25-94 Section 25-5-75. Minimum building site average width. Each building site in the A district shall have a minimum average width of two hundred feet for the first five acres of required area plus twenty feet for each additional acre of required area. Provided that no building site shall be required to have an average width greater than one thousand feet. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-75 Section 25-5-76. Minimum yards. (a) Except as otherwise provided in this section, the minimum yards in the A district shall be thirty feet for front and rear yards, and twenty feet for side yards. (b) For accessory uses such as shade cloth structures used in controlling the amount of sunlight in the raising of plants and flowers, rear, side and front yards in the A district shall be at least ten feet, except where the A district shares common boundaries with urban zones and main government roads. (c) For accessory uses such as plastic roofed and shade cloth wooden or metal framed structures used in controlling the amount of sunlight, rainfall, wind and other elements of nature in the raising of fruits, vegetables and similar agricultural products, rear, side and front yards shall be at least ten feet except where: (1) Exterior walls of any type other than shade cloth are added to the wooden or metal framed structure; (2) The specific use allowed is abandoned; and (3) The A district shares common boundaries with urban zones and main government roads. (1996, ord 96-160, sec 2; ratified April 6, 1999; am 1999, ord 99-110, sec 1.)25-5-76 Section 25-5-77. Other regulations. (a) If any legal building site in the A district has an area of less than five acres, then the yard, minimum building site average width and height requirements for the building site shall be the same as the yard and height requirements in the FA district. (b) One single-family dwelling or one farm dwelling shall be permitted on any building site in the A district. A farm dwelling is a single-family dwelling that is located on or used in connection with a farm or if the agricultural activity provides income to the family occupying the dwelling. (c) Additional farm dwellings may be permitted in the A district only upon the following conditions: (1) A farm dwelling agreement for each additional farm dwelling, on a form prepared by the director, shall be executed between the owner of the building site, any lessee having a lease on the building site with a term exceeding one year from the date of the farm dwelling agreement, and the County. The agreement shall require the dwelling to be used for farm-related purposes. ZONING § 25-5-77 25-95 SUPP. 17 (1-2025) (2) The applicant shall submit an agricultural development and use program, farm plan or other evidence of the applicant’s continual agricultural productivity or farming operation within the County to the director. Such plan shall also show how the farm dwelling will be utilized for farm-related purposes. (d) An accessory dwelling unit may be located on any building site in the A district, as permitted under article 6, division 3 of this chapter. (e) Exceptions to the regulations for the A district regarding heights, building site areas, building site average widths and yards, may be approved by the commission within a planned unit development. (1996, ord 96-160, sec 2; ratified April 6, 1999; am 2015, ord 15-33, sec 4; am 2024, ord 24-70, sec 8.)25-5-77 Division 8. IA, Intensive Agricultural Districts. Section 25-5-80. Purpose and applicability. The IA (intensive agricultural) district provides for the preservation of important agricultural lands as provided for in the general plan and characterized by a mix of small and large scale commercial farms and other agricultural operations which may include residential use in the form of farm dwellings closely tied to intensive agricultural use. The lands in the IA district are those lands which have the soil, quality, growing season, and moisture supply needed to sustain high yields of crops generally or of specific crops of statewide or local importance when managed according to modern farming methods. All IA districts shall be located within the State land use agricultural or conservation district. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-80 Section 25-5-81. Designation of IA districts. The IA (intensive agricultural) district shall be designated by the symbol “IA” followed by a number together with the lower case letter “a” which indicates the required or minimum number of acres for each building site. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-81 Section 25-5-82. Permitted uses. (a) The following uses shall be permitted in the IA district: (1) Agricultural parks. (2) Agricultural products processing, major and minor. (3) Agricultural tourism as permitted under section 25-4-15. (4) Apiaries. (5) Aquaculture. (6) Cemeteries, as permitted under chapter 6, article 1 of this Code. (7) Crop production. (8) Farm dwellings, as permitted under sections 25-5-87(b) and (c). (9) Forestry. ZONING § 25-5-160 25-121 SUPP. 19 (1-2026) Division 16. O, Open Districts. Section 25-5-160. Purpose and applicability. The O (open) district applies to areas that contribute to the general welfare, the full enjoyment, or the economic well-being of open land type use which has been established, or is proposed. The object of this district is to encourage development around it such as a golf course and park, and to protect investments which have been or shall be made in reliance upon the retention of such open type use, to buffer an otherwise incompatible land use or district, to preserve a valuable scenic vista or an area of special historical significance, or to protect and preserve submerged land, fishing ponds, and lakes (natural or artificial tide lands). (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-160 Section 25-5-161. Designation of O districts. Each O (open) district shall be designated by the symbol “O.” (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-161 Section 25-5-162. Permitted uses. (a) The following uses shall be permitted in the O district: (1) Apiaries. (2) Aquaculture activities and facilities. (3) Cemeteries and mausoleums, as permitted under chapter 6, article 1 of this Code. (4) Existing churches and temples of historical significance. (5) Forestry. (6) Game preserves. (7) Growing of plants provided such growth does not impair a view intended to be preserved in the O district. (8) Heiaus, historical areas, structures, and monuments. (9) Natural features, phenomena, and vistas as tourist attractions. (10) Private recreational uses involving no aboveground structure except dressing rooms and comfort stations. (11) Public parks. (12) Public uses and structures, as permitted under section 25-4-11. (13) Telecommunication antenna and towers, as permitted under section 25-4-12. (14) Utility substations, as permitted under section 25-4-11. (b) In addition to those uses permitted under subsection (a) above, the following uses may be permitted in the O district, provided that a use permit is issued for each use: (1) Crematoriums, funeral homes, funeral services, and mortuaries. (2) Golf courses, provided that the property is within the state land use urban or rural district. Golf courses and golf driving ranges shall not be permitted within the state land use agricultural district unless approved by the County before July 1, 2005. § 25-5-162 HAWAI‘I COUNTY CODE SUPP. 19 (1-2026) 25-122 (3) Yacht harbors and boating facilities; provided that the use, in its entirety, is compatible with the stated purpose of the O district. (4) Wind energy facilities; provided that the property is within the state land use agricultural district. (c) Uses considered directly accessory to the uses permitted in this section shall also be permitted in the O district. (1996, ord 96-160, sec 2; ratified April 6, 1999; am 2008, ord 08-2, sec 3; ord 08-46, sec 1; am 2011, ord 11-25, secs 3 and 4; am 2012, ord 12-28, sec 18; am 2014, ord 14-86, sec 13; am 2024, ord 24-65, secs 7 and 10; am 2025, ord 25-55, sec 11; ord 25-66, sec 25.)25-5-162 Section 25-5-163. Height limit. There shall be no height limit in the O district, except as specified as a condition of approval attached to any use permit or plan approval. For this purpose, the height limit in the adjoining districts shall be used as guides. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-163 Section 25-5-164. Minimum building site area. There shall be no minimum building site area in the O district, except as a condition of approval attached to any plan approval. For this purpose, the minimum building site area regulations in the adjoining districts shall be used as guides. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-164 Section 25-5-165. Minimum building site average width. There shall be no minimum building site average width in the O district, except as specified as a condition of approval attached to any plan approval. For this purpose the minimum building site average width regulations in the adjoining districts shall be used as guides. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-165 Section 25-5-166. Minimum yards. There shall be no minimum yards in the O district, except as specified as a condition of approval attached to any plan approval. For this purpose, the minimum yard regulations in the adjoining districts shall be used as guides. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-166 Section 25-5-167. Other regulations. Plan approval shall be required for all new structures and additions to existing structures in the O district. (1996, ord 96-160, sec 2; ratified April 6, 1999.)25-5-167 CHANGE OF ZONE APPLICATION COUNTY OF HAWAIʻI PLANNING COMMISSION (Type or legibly print the requested information) APPLICANT(S): APPLICANT’S SIGNATURE: DATE: ADDRESS: LIST APPLICANT’S INTEREST (if not owner): PHONE: (Bus.) (Res.) (Email) REQUEST: TO (Existing Zoning) (Proposed Zoning) TAX MAP KEY(S): SIZE OF PROPERTY OR AFFECTED AREA(S) TO BE REZONED: LANDOWNER(S): FEE SIMPLE LANDOWNER(S) WRITTEN AUTHORIZATION (may be provided by letter with the below statement included): DATE: DATE: AGENT: AGENT ADDRESS: PHONE: (Bus.) (Res.) (Email) Please indicate to whom original correspondence and copies should be sent. ORIGINAL: COPIES: Zoho Sign Document ID: 35F7DE0F-05D6KMJVDUB9ZWCC8TSMMITG9MGSW-TK9K-3K61AD28 Agent Applicant 808-333-3391 PO Box 421, Honokaa HI 96727 Pipan Consulting LLC (3) 6-8-002:016 RM-1.5, FA-1a, A-5a, A-10a, OpenO & RA-1a Waikoloa Green LLC Waikoloa Green LLC 716.63 acres 91-287A Ewa Beach Road, Ewa Beach, HI 96706 808-840-3200 .ER STATE LAND USE BOUNDARY AMENDMENT APPLICATION (15 ACRES OR FEWER) COUNTY OF HAWAIʻI PLANNING COMMISSION (Type or legibly print the requested information) PETITIONER(S): PETITIONER(S) SIGNATURE: DATE: ADDRESS: LIST PETITIONER(S) INTEREST (if not owner): PHONE: (Bus.) (Res.) (Email) REQUEST: TO (Existing SLU Classification) (Proposed SLU Classification) TAX MAP KEY: SIZE OF PROPERTY OR AFFECTED AREA(S) TO BE RECLASSIFIED: LANDOWNER(S): FEE SIMPLE LANDOWNER(S) WRITTEN AUTHORIZATION (may be provided by letter with the below statement included): DATE: DATE: AGENT: AGENT ADDRESS: PHONE: (Bus.) (Res.) (Email) Please indicate to whom original correspondence and copies should be sent. ORIGINAL: COPIES: Zoho Sign Document ID: 35F7DE0F-05D6KMJVDUB9ZWCC8TSMMITG9MGSW-TK9K-3K61AD28 Pipan Consulting LLC PO Box 421 Honokaa, HI 96727 808-333-3391 Agent Applicant Waikoloa Green LLC (3) 6-8-002:016 808-840-3200 Waikoloa Green LLC 91-287A Ewa Beach Road, Ewa Beach, HI 96706 Agricultural Urban 14.868 acres .ER TO WHOM IT MAY CONCERN: As applicant and landowner of the parcel identified by TMK: (3)6-8-002:016, I hereby consent and authorize Pipan Consulting LLC to file and process a Change of Zone Application and State Land Use Boundary Amendment Application on my behalf. Land Planning Hawaii LLC is no longer representing this application. By: Waikoloa Green LLC Signature Date Print Name Title Zoho Sign Document ID: 35F7DE0F-GBY0KSAWYRE4R5YPVMMR3BU0EN4NOTUAPP-ERYF2XFS . E R Jon C Yoshimura Secretary Secretary COUNTY ENVIRONMENTAL REPORT REQUEST FOR STATE LAND USE BOUNDARY AMENDMENT FROM AGRICULTURAL TO URBAN (POR) & CHANGE OF ZONE FROM THE OPEN AND RESIDENTIAL AGRICULTURAL-1 ACRE (RA-1A) DISTRICTS TO THE MULTIPLE-FAMILY RESIDENTIAL 1,500 SQUARE FOOT (RM-1.5), FAMILY AGRICULTURAL-1 ACRE (FA-1A), AGRICULTURAL-10 ACRE (A-10A), OPEN (O), AND AGRICULTURAL-5 ACRE (A-5A) WAIKOLOA GREEN, LLC WAIKOLOA, SOUTH KOHALA, HAWAI‘I TMK: (3) 6-8-002:016 2 TABLE OF CONTENTS I. INTRODUCTION .................................................................................................................. 4 II. PROJECT LOCATION .......................................................................................................... 7 III. PROJECT DESCRIPTION .................................................................................................... 7 A. Details of the Proposed Use/Development ...................................................................................... 7 B. Project Timetable and Cost ............................................................................................................ 10 IV. CONFORMANCE WITH STATE/COUNTY PLANS ....................................................... 10 A. State Land Use ............................................................................................................................... 10 B. County General Plan ...................................................................................................................... 10 C. South Kohala Community Development Plan ............................................................................... 21 D. County Zoning ............................................................................................................................... 23 E. Relationship to SMA Objectives and Policies ............................................................................... 23 F. Other Permitting Requirements ..................................................................................................... 25 V. ENVIRONMENTAL CONSIDERATIONS ........................................................................ 25 A. General Description ....................................................................................................................... 25 B. Soils and Topography .................................................................................................................... 26 C. Natural Hazards ............................................................................................................................. 26 D. Flora/Fauna .................................................................................................................................... 27 E. Historic/Cultural/Archaeological Resources.................................................................................. 29 F. Valued Cultural Resources ............................................................................................................ 30 G. Water and Coastal Resources ......................................................................................................... 32 H. Noise, Air Quality, and Dust .......................................................................................................... 32 I. Scenic and Visual Considerations .................................................................................................. 33 VI. SOCIAL AND RELATED CONSIDERATIONS................................................................ 37 A. Surrounding Land Uses.................................................................................................................. 37 B. Economic Impacts .......................................................................................................................... 37 C. Agricultural Impacts ...................................................................................................................... 37 VII. INFRASTRUCTURAL CONSIDERATIONS ..................................................................... 38 A. Road ............................................................................................................................................... 38 B. Water .............................................................................................................................................. 41 C. Wastewater ..................................................................................................................................... 42 D. Solid Waste and Hazardous Substances......................................................................................... 42 E. Other Government Services ........................................................................................................... 42 F. Other Utilities ................................................................................................................................ 42 VIII. IMPACT SIGNIFICANCE ANALYSIS .............................................................................. 42 A. Relationship Between Local Short-Term Uses of Environment and Maintenance and Enhancement of Long-Term Productivity .............................................................................................. 42 3 B. Irreversible and Irretrievable Commitment of Resources .............................................................. 43 C. Mitigative Measures....................................................................................................................... 43 D. Alternatives to the Proposed Project .............................................................................................. 44 IX. REGULATORY ANALYSIS ............................................................................................... 46 A. General Plan LUPAG Map ............................................................................................................ 46 B. General Plan Policies ..................................................................................................................... 47 C. South Kohala Community Development Plan ............................................................................... 48 D. Zoning ............................................................................................................................................ 48 E. State Land Use Standards .............................................................................................................. 49 F. Conformance with Land Use Commission Administrative Rules ................................................. 49 X. CONCLUSION ..................................................................................................................... 50 FIGURES Figure 1: Location Map …………………………………………………...……….……………..5 Figure 2: Site Plan………………………………………………………………………………...6 Figure 3: Multi-Family Project Conceptual Layout……………………………………….……..11 Figure 4: State Land Use Map …………………………………………………………..………12 Figure 5: Zoning Map………………………………………………………….……….………..13 Figure 6: LUPAG Map ………………………………………………………………………….14 Figure 7: General Plan 2045 LUPAG Map ……………………………………………..………16 Figure 8: Flood Insurance Rate Map ………………………………….……………..………….28 Figure 9: Archaeological Site Locations ……..…………………………….………..………….31 Figure 10: Waikoloa Maneuver Area Map………………..…………..…………………………34 Figure 11: USACE UXO Cleared Areas………………………………………………………...36 Figure 12: Traffic Study Intersections………..………………….………………………………40 TABLES Table 1: Rezone Areas …………………………………………………...……….………..……..8 EXHIBITS Exhibit A: Rezone Exhibit and Metes & Bounds Description Exhibit B: Will Serve Letter – Hawaiʻi Water Service Exhibit C: ASM Archaeological Field Inspection Report Exhibit D: Archaeological Inventory Study - 2007 Exhibit E: Traffic Impact Analysis Report Exhibit F: State Land Use Boundary Amendment - Agriculture to Urban 4 I. INTRODUCTION Waikoloa Green LLC (“Applicant”) is requesting to change the zoning of the 716.63-acre Property identified as TMK: (3) 6-8-002:016 from Open (O) and Residential Agricultural-1 acre (RA-1a) to Multiple-Family Residential 1,500 square feet (RM-1.5), Family Agricultural 1-acre (FA-1a), Agricultural 10-acres (A-10a), Open (O), and Agricultural 5-acres (A-5a). Two areas of the parcel are encumbered by a previous owner, of which one is requested to remain as Open (0.837-acres) and the other be designated as Agricultural 5-acres (6.648-acres). These areas will be conveyed to the previous landowner at a later date and are not part of the Waikoloa Green development. The proposed change of zone will be for the purpose of developing a multi-family housing complex and a club house on a 14.868-acre portion of the Parcel to be designated RM-1.5. The remainder of the property is proposed to be developed with an agricultural subdivision and food hub to support local and regional food system development with proposed corresponding zoning to be FA-1a and A-10a. A portion of the property will be zoned Open and reserved for trails and open space. The Property is located in Waikoloa, South Kohala, Hawai‘i, just south of the intersection of Waikoloa Road and Pua Melia Street (Figure 1). It is approximately 900 feet south of the Waikoloa Highlands Center and just southeast of the Waikoloa Plaza. Access to the Parcel is from Pua Melia Street, approximately 850 feet south of its intersection with Paniolo Avenue and Waikoloa Road. The Applicant intends to subdivide the Parcel following the rezoning. The State Land Use designation of the Parcel is Agricultural. A State Land Use Boundary Amendment Application is being submitted concurrently with the Change of Zone Application to amend the State Land Use designation of the 14.868-acre portion from Agricultural to Urban for the requested RM zoning area. The Property is the site of the previously entitled Waikoloa Highlands residential development which proposed a subdivision for approximately 400 residential units and a golf course. In conjunction with that project, in 2013 the State Land Use Designation of the Property was reclassified from Agricultural to Rural and the Property was rezoned from Agricultural 5-acres (A-5a) and Multiple-Family Residential-1,500 square feet (RM-1.5) to RA-1a and O. However, construction to implement the Waikoloa Highlands residential development project was never initiated which resulted in the State Land Use Commission reverting the State Land Use designation back to Agricultural. The current County zoning designation of the Property is similarly stale. The owner of the Property does not wish to pursue the original Waikoloa Highlands project and proposes new uses for the Property. An owner’s consent form is included with this application. If approved, the Applicant intends to dedicate a 14.868-acre portion of the Parcel to provide multi-family housing, a clubhouse, and develop the remainder of the Parcel with an agricultural subdivision with a food hub and farmers market, and open space for trailways and conservation (Figure 2). SUBJECT PARCEL FIGURE 1 1 acre Family Agricultural lots With larger lots for Renewable Energy 10+ acre lots (5) (Food Hub) 400 Multi- Family Units Open Space 100 + acres 10+ acre lots (6) (Renewable Energy) Waikoloa Green Conceptual Master Plan FIGURE 2 7 The Waikoloa Highlands Project, which was never built, was meant to provide much needed housing in the area. The proposed Project would accomplish the unfulfilled goal of the Waikoloa Highlands Project by providing approximately 400 housing units to the community via the multi-family rental housing development, followed by an additional approximately 275 Family Agricultural lots, each with the potential to be developed with a farm dwelling. Thus, the proposed rezoning is intended to provide housing opportunities to serve the wider community. Affordable housing requirements for the project will be satisfied by the construction of affordable and workforce rental units in the multi-family project. Other similar housing projects have been built in this area, indicating a need for more RM zoning and establishing a land use pattern that is consistent with the subject request. The uses are also consistent with the General Plan and South Kohala Community Development Plan. II. PROJECT LOCATION The Property is located in Waikoloa, South Kohala, Hawai‘i, just south of the intersection of Waikoloa Road and Pua Melia Street (Figure 1). It is approximately 900 feet south of the Waikoloa Highlands Center and just southeast of the Waikoloa Plaza. Access to the Parcel is from Pua Melia Street, approximately 850 feet south of its intersection with Paniolo Avenue and Waikoloa Road. The 14.868-acre portion of the Parcel, which is the subject of the RM-1.5 rezone request, is located in the northwest corner of the Parcel, fronting Pua Melia Street. III. PROJECT DESCRIPTION A. Details of the Proposed Use/Development As mentioned above, the current State Land Use designation of the Project Area is Agricultural (Figure 4), and the current zoning of the Project Area is a mix of Open and RA-1a (Figure 5). The project objective is to amend the State Land Use Boundary designation of the 14.868-acre portion from Agricultural to Urban and to rezone it from the current Open and RA-1a zoning to RM-1.5 in order to develop a multi-family housing complex and club house. The rest of the Project Area is requested to remain within the Agricultural State Land Use designation and be zoned FA-1a, A-10a, and Open. The requested Open zoned areas (110.967-acres) will be reserved to remain as open areas and public trailways. The development of solar energy infrastructure is also a possibility on the larger agricultural lots. 264.123-acres are requested to be changed to A-10a and 320.024-acres are requested to be changed to FA-1a. The two areas of the parcel requested to be changed to A-5a (6.648-acres) and remain as Open (0.837-acres) are encumbered by a previous owner and are not included in the Waikoloa Green development. These areas are listed as Rezone Nos. 21, 22, and 23 in the Rezone Exhibit. The Rezone Exhibit and the full Metes & Bounds description is attached as Exhibit A. 8 Table 1: Rezone Areas From To Acres Rezone-1 Open RM-1.5 4.034 Rezone-2 Open RM-1.5 1.732 Rezone-3 RA-1a RM-1.5 9.102 Rezone-4 RA-1a A-10a 0.59 Rezone-5 RA-1a A-10a 35.713 Rezone-6 RA-1a A-10a 1.755 Rezone-7 Open A-10a 11.343 Rezone-8 Open A-10a 1.855 Rezone-9 Open A-10a 0.201 Rezone-10 Open A-10a 15.008 Rezone-11 Open A-10a 7.234 Rezone-12 RA-1a A-10a 110.479 Rezone-13 Open A-10a 1.926 Rezone-14 RA-1a A-10a 68.265 Rezone-15 Open FA-1a 1.249 Rezone-16 RA-1a FA-1a 246.755 Rezone-17 Open FA-1a 19.449 Rezone- 18 Open FA-1a 4.834 Rezone- 19 Open FA-1a 10.812 Rezone- 20 Open FA-1a 13.914 Rezone-21 Open Open 0.837 Rezone-22 RA-1a A-5a 5.89 Rezone-23 Open A-5a 0.758 Rezone-24 Open FA-1a 12.052 Rezone-25 Open Open 38.167 Rezone-26 RA-1a Open 2.373 Rezone-27 RA-1a Open 16.31 Rezone-28 Open Open 17.285 Rezone-29 Open FA-1a 10.602 Rezone-30 RA-1a A-10a 0.424 Rezone-31 Open A-10a 9.33 Rezone-32 Open Open 3.773 Rezone-33 RA-1a Open 1.177 Rezone-34 RA-1a Open 2.809 Rezone-35 RA-1a Open 10.669 Rezone-36 RA-1a Open 14.8 Rezone-37 RA-1a Open 2.767 Rezone-38 Open FA-1a 0.357 9 The Property is located along the southeastern end of Waikoloa Village, an Urban designated, rapidly growing community with commercial complexes, residential subdivisions and town home condominiums. However, adequate housing, especially affordable housing, is needed to support the community’s continuing growth. Thus, the Applicant wishes to construct a multi-family development in order to serve these needs of the local community. The plans to develop a food hub and agricultural subdivision on the Parcel will also play a role in serving the larger community’s needs and fulfilling the potential of the Property. There is potential for the development of renewable energy on the property, with solar energy infrastructure proposed as part of the agricultural development. The solar panels would be sited on portions of the larger agricultural lots. This incorporation of renewable energy development aligns with State and County sustainability goals and can reduce potential energy demand for future residents of the development. The agricultural subdivision is planned to be centered around the food hub, aimed at supporting local food systems and increasing agricultural opportunities in Waikoloa. A part of this food hub would be the establishment of a farmers’ market that would allow farmers to sell locally grown products. This expands market access for small scale farmers and helps to promote food security and accessibility in the community. The Project Area, located just outside of the Waikoloa Village Urban area, is ideally located as it is served by appropriate infrastructure, is proximate to other commercial and residential developments, and is readily accessible from Pua Melia Street. Thus, approval of the request will allow the Applicant to develop units to provide needed housing stock to the growing community while also supporting the projected future population growth of Waikoloa Village. The proposed multi-family residential project would consist of approximately 400 residential units, along with a club house and supporting infrastructure. With regard to the 14.868-acre area, the maximum allowable density for the multi-family units is 421. By taking into account the area set aside for the clubhouse, the multi-family development can support approximately 393 units. The Applicant intends to satisfy the requirements for affordable housing outlined in Hawaii County Code Chapter 11 by developing affordable rental units within the multi-family residential project. A conceptual site plan of the Multi-Family residential area is attached as Figure 3. Water and wastewater service can be made available to the site via Hawaii Water Service, a private water system with sewer and water connections available from Pua Melia Street (Exhibit B). Electricity is available through Hawaiian Electric Light Company and dumpsters will be provided throughout the multi-family development to facilitate solid waste removal by commercial haulers. Consultation with community members was also considered during the process. This project was presented to the Waikōloa Community Association during their public board meeting on July 24, 2025, at the Village Course at Waikōloa. Board members 10 and attending community members were able to discuss any concerns and provide input directly to the applicant. Topics discussed included forest preservation, solar energy, and traffic concerns. B. Project Timetable and Cost The Applicant hopes to secure the requested State Land Use Boundary Amendment and Change of Zone as soon as possible and begin the building permit process immediately thereafter. Tentatively, plans call for securing all necessary approvals and permits by early 2026. Project improvements are planned to be completed by 2045 with an estimated construction cost of $30,000,000.00. The Project is planned to be developed through the following phases: • Phase 1 (2035): Approximately 400 multi-family units, clubhouse, 11 agricultural (A-10a) lots, the makai Project Driveway along Waikoloa Road, and the Project Driveway along Pua Melia Street. • Phase 2 (2038): Approximately 100 family agricultural lots • Phase 3 (2045): Approximately 175 family agricultural lots and the mauka Project Driveway along Waikoloa Road, remaining A-10a lots. IV. CONFORMANCE WITH STATE/COUNTY PLANS A. State Land Use The Parcel has a State Land Use designation of Agricultural. A State Land Use Boundary Amendment Application is being submitted to amend the State Land Use designation for the 14.868-acre portion of the Parcel from Agricultural to Urban. Based on the size of this area, no State Land Use Commission action is required. The County of Hawai‘i has jurisdiction to process the request. The requested zoning designations of FA-1a, A-10a, and Open for the remainder of the Parcel are consistent with the State Land Use Agricultural designation. A discussion of the extent to which the proposed reclassification conforms to the applicable district standards is required for the State Land Use Boundary Amendment Application and can be found in Section IX of this report. B. County General Plan The County General Plan Land Use Pattern Allocation Guide (“LUPAG”) map designates the entire Parcel as a mix of Open and Rural (Figure 6). Per the County General Plan, the Rural designation is intended for areas with existing subdivisions in FIGURE 3 ArcGIS Web Map Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA,USGS, EPA, US Census Bureau, USDA, USFWS, Esri, NASA, NGA, USGS, County of Hawaii IT Department State Land Use Classifications (SLU) Agricultural Urban Parcels (current boundary lines) Street Centerlines Hawaii County District Boundary 2/19/2024, 2:16:57 PM 0 0.55 1.10.28 mi 0 0.9 1.80.45 km 1:36,112 Web AppBuilder for ArcGIS The contents of this map were prepared for informational and planning purposes only and may not have been prepared for or be suitable for legal, engineering, or surveying purposes. FIGURE 4: State Land Use Classification SUBJECT PARCEL Hulu St A u h iliLoop P u u N uiSt Kilakila St PanioloAve IwikuamooDr Pua Melia S t QuarryR d W ai koloaRd W aik o l o a R d W a i k o l o a R d Waikoloa Village Golf Club PuuNui St Lin a P o epoeSt W a ikoloaRd W a i k o l oa Rd W a i k o l o a R d ArcGIS Web Map Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, EPA, US Census Bureau, USDA, USFWS, County of Hawaii IT Hawaii County Zoning (road) A-5a CV-10 CV-20 ML-1a OPEN RA-1a RM-1.5 RM-14.5 RM-2.5 RM-3 RM-4 1/8/2024, 3:31:14 PM 0 0.55 1.10.28 mi 0 0.9 1.80.45 km 1:36,112 Web AppBuilder for ArcGIS The contents of this map were prepared for informational and planning purposes only and may not have been prepared for or be suitable for legal, engineering, or surveying purposes. SUBJECT PARCEL FIGURE 5: County Zoning Hulu St A u h iliLoop P u u NuiSt Kilakila St PanioloAve Pua Melia S t QuarryR d W ai koloaRd W aik o l o a R d W a i k o l o a R d Waikoloa Village Golf Club PuuNui St Lin a P o epoeSt W a ikoloaRd W a i k o l oa Rd W a i k o l o a R d ArcGIS Web Map Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, EPA, US Census Bureau, USDA, USFWS, County of Hawaii IT Land Use Pattern Allocation Guide (LUPAG) Extensive Agriculture Important Ag. Lands Industrial Low Density Urban Medium Density Urban Open Area Rural Urban Expansion Parcels (current boundary lines) 1/8/2024, 3:36:14 PM 0 0.55 1.10.28 mi 0 0.9 1.80.45 km 1:36,112 Web AppBuilder for ArcGIS The contents of this map were prepared for informational and planning purposes only and may not have been prepared for or be suitable for legal, engineering, or surveying purposes. SUBJECT PARCEL FIGURE 6: LUPAG 15 the State Land Use Agricultural and Rural districts that have a significant residential component. These areas may contain small farms, wooded areas, open fields, residences and allowable uses with appropriate zoning within these areas that may include commercial facilities serving the residential and agricultural uses in the area, surrounding community, and public facilities. The Open designation is intended for parks and other recreational areas, historic sites and open shoreline areas. However, similar to the current stale zoning of the Property, the 2006 adoption of the General Plan and its LUPAG map were based on the specifics of the previously planned Waikoloa Highlands project that was intended to create an approximately 400-lot residential subdivision and golf course. Thus, the current Open/Rural LUPAG designation of the Property is outdated. Accordingly, the draft for the 2045 General Plan recognizes that the current LUPAG designation of the property may no longer be appropriate and proposes to designate a portion of the property, including the defined 14.868-acre requested RM area, as Medium Density Urban (Figure 7), a designation which is intended for village and neighborhood commercial and single family and multiple family residential and related functions. The rest of the Parcel is drafted to be designated as Extensive Agriculture, a designation intended for areas that are not classified as important agricultural land and are not suited for high yield agriculture, under the draft 2045 Plan. This change of zone request is not contrary to the LUPAG Map. While the LUPAG designation of the Project Area appears to be in flux, the proposed rezoning to RM- 1.5 (Multiple-Family Residential 1,500 square feet) would align with the nearby Medium Density Urban designation as the uses of the development would be to provide residential supply and recreational opportunities to the surrounding community and the proposed Open and Agricultural zonings (FA-1a and A-10a) would be consistent with the drafted Extensive Agriculture designation. Additionally, it is noted that the General Plan states that the LUPAG delineations are intended to be “broad-brush boundaries” and that alternate interpretations of the precise LUPAG boundaries are possible. Notably, the LUPAG designation of adjacent properties to the west of the subject Parcel is Medium Density Urban, and many of the properties therein are zoned RM-1.5. As that area is proximate to the portion of the property requested to be designated RM and the LUPAG boundary pertaining to the Medium Density Urban designation is set to be expanded in the updated General Plan, the proposed change of zone to Multiple Family Residential would be consistent with surrounding land uses and intended growth in the area. With regard to specific elements of the General Plan, the Proposed Project is conducive to the General Plan’s guidelines as it conforms to the following goals, policies, and standards of the General Plan: PROJECT AREA FIGURE 7: 2045 Draft LUPAG 17 Economic Elements 2.2 Goals (a) Provide residents with opportunities to improve their quality of life through economic development that enhances the County’s natural and social environments. (b) Economic development and improvement shall be in balance with the physical, social, and cultural environments of the island of Hawai‘i. (c) Strive for diversity and stability in the economic system. (d) Provide an economic environment that allows new, expanded, or improved economic opportunities that are compatible with the County’s cultural, natural and social environment. (e) Strive for an economic climate that provides its residents an opportunity for choice of occupation. (f) Strive for diversification of the economy by strengthening existing industries and attracting new endeavors. (g) Strive for full employment. 2.3 Policies (l) Identify and encourage primary industries that area consistent with the social, physical, and economic goals of the residents of the County. (p) Identify the needs of the business community and take actions that area necessary to improve the business climate. (v) Assist in cooperative marketing and distribution endeavors to expand opportunities for local agricultural products for export as well as to the local market. Discussion: Approval of the requested State Land Use Boundary Amendment and Change of Zone Application would be consistent with the aforementioned economic goals, policies and actions of the General Plan. First, approval of this request will take the Property out of its stale zoning, a critical first step in the development of the land, recognizing the current needs of the growing community and serving them. The community and County will benefit from future property tax revenues resulting from an increase in the Property value. Additionally, approval of this request will allow the Applicant to proceed with the construction of a multi-family housing development on a portion of the Parcel and designate agricultural lots in the remaining area. The construction of the Proposed Project will provide economic opportunities associated with the planning, construction and development work. Economic opportunities will be created for contractors and other professionals required to design, permit and construct the project, as well as employees (support staff, associates) and subcontractors (i.e. landscaping, trash removal service, etc.) required to support the construction and 18 complete the project. A variety of employment opportunities will be created during these phases. The operation of the Proposed Project will provide additional longer term economic opportunities for members of the community, not only for those employed at the project location, but also through the provision of housing needed for the workforce of South Kohala, a large portion of who are employed through the resorts. The Project also has the potential to support other businesses needed to maintain the development’s operations (i.e. service providers, landscaping, trash removal service, etc.) The Project will create a variety of revenue generating beneficial economic opportunities. Furthermore, given the Owner’s plan to establish an agricultural subdivision and food hub within the Parcel, the Applicant intends that the Proposed Project will support the increasing demand for attainable housing in the Waikoloa area along with increasing the agricultural productivity of the Property. The proposed development will help to fill the housing infrastructure deficit in the community, along with replacing the 400 units promised by the now defunct Waikoloa Highlands development. This will increase the availability of housing for the immediate community, as well as support the resort workforce by increasing housing opportunities within areas of shorter commute. The agricultural subdivision would increase economic opportunities for farmers and further support the local economy through realizing the potential of agricultural production on the currently underutilized Property and the establishment of the food hub and farmers’ market. These uses of the Project Area would support the local housing market, expand the availability of affordable housing units in the area, serve the needs of the farming community through the development of 1-acre agricultural lots, and help to accommodate the area’s ongoing and projected population growth. This Proposed Project and the related improvements are in balance with the physical, social, and cultural environments of the Island of Hawaiʻi by supporting the area’s economy and increasing housing availability. This will help to support food security and lessen traffic to and from Kona or Hilo by increasing local food availability within Waikoloa. Land Use Elements 14.1.2 Goals (a) Designate and allocate land uses in appropriate proportions and mix and in keeping with the social, cultural, and physical environments of the County. (c) Protect and preserve forest, water, natural and scientific reserves and open areas. 14.1.3 Policies 19 (a) Zone urban- types of uses in areas with ease of access to community services and employment centers and with adequate public utilities and facilities. (c) Allocate appropriate requested zoning in accordance with the existing or projected needs of neighborhood, community, region and County. (f) Encourage the development and maintenance of communities meeting the needs of its residents in balance with the physical and social environment. 14.1.4 Standards (a) The designated land uses will be delineated on the General Plan Land Use Pattern Allocation Guide Map. The broad-brush boundaries indicated are graphic expressions of the General Plan policies, particularly those relating to land uses. They are long-range guides to general location and will be subject to: a) existing zoning; and b) State Land Use District. (b) Zoning requests shall be reviewed with respect to General Plan designation, district goals, regional plans, State Land Use District, compatibility with adjacent zoned uses, availability of public services and utilities, access and public need. (d) The establishment of urban-types of zoning may include additional acreages to account for acreages utilized for public benefit, such as historic sites, public access and parks. 14.2.2 Goals (b) Preserve the agricultural character of the island. (c) Preserve and enhance opportunities for the expansion of Hawaiʻi’s Agricultural industry. 14.2.3 Policies (h) Develop subdivision standards that make a distinction between agricultural and urban land uses. (u) Encourage other compatible economic uses that complement existing agricultural and pastoral activities. 14.5.2 Goals (a) To provide for multiple residential developments that maximize convenience for its occupants. (b) To provide for suitable living environments that accommodate the physical, social, and economic needs of the island residents. (c) To enhance the overall quality of life in our residential communities. 14.5.3 Policies (a) Appropriately zoned lands shall be allocated as the demand for multiple residential dwellings increases. These areas shall be allocated with respect to 20 places of employment, shopping facilities, educational, recreational and cultural facilities, and public facilities and utilities. (b) Incorporate reasonable flexibility in applicable codes and ordinances to achieve a diversity of socio-economic housing mix. (c) Encourage flexibility in the design of residential sites, buildings and related facilities to achieve a diversity of socio-economic housing mix and innovative means of meeting the market requirements. 14.5.4 Standards (e) Development shall be located in areas where public utilities can be economically provided at a level adequate to meet the demand for the concentrated service. (f) Recreational areas and/or facilities shall be considered in multiple residential development. Discussion: Approval of this request would be consistent with the aforementioned land use goals, policies and standards of the General Plan. As noted in the General Plan, its land use pattern is a broad, flexible design with the LUPAG map indicating the “general location” of various land uses (General Plan § 14.1.1). Land uses are designated on the LUPAG with “broad-brush boundaries” (General Plan § 14.1.4). While the Project Area has a LUPAG designation of Rural and Open, the area subject to the RM change of zone request is adjacent to the Medium Density Urban designated area and the commercial center of Waikoloa. It is also noted that similar to the current stale zoning for the Property, the 2006 adoption of the General Plan and its LUPAG map were based on the previously planned Waikoloa Highlands project to create an approximate 400-lot residential subdivision and golf course. The Applicant no longer wishes to pursue that plan and believes that the present plan will be of greater benefit to and better serve the needs of the surrounding community and populace of the County. Accordingly, the draft version of the updated General Plan for 2045 recognizes that the prior LUPAG designations are no longer appropriate for the Property and proposes to designate the Property as Medium Density Urban and Extensive Agriculture. The Medium Density Urban designation is intended for village and neighborhood commercial and single family and multiple family residential and related functions. Extensive Agriculture is intended for areas not classified as Important Agricultural Land, and not suited for sustained, high yield agriculture without intensive farming. General uses for this designation include grazing and pastureland. As the subject property has soils classified as “poor” for intensive agricultural production, the EA classification is appropriate. The drafted Medium Density Urban designation would align with the proposed multi- family housing complex and club house, along with the requested RM-1.5 zoning, as the intent for the Multiple-Family Residential district is to provide for medium and high-density residential use, which covers areas with full community facilities and services. The RM district is also intended for transition areas between commercial or industrial areas and other districts of less intense land use. This is representative of the subject site, as the RM area is situated between the commercial center of 21 Waikoloa Village and the agricultural areas of the property. Further, this requested zoning is consistent with the character of the surrounding area. For these reasons, the Property is an appropriate location for a Multiple-Family Residential designation. The rest of the Property is drafted to be designated as Extensive Agriculture in the 2045 LUPAG map. It will remain classified as being in the Agricultural State Land Use district and is not subject to the State Land Use Amendment request. This area corresponds with the requested Open, FA-1a and A-10a zoning. The Open district applies to areas that contribute to the general welfare, the full enjoyment, or the economic well-being of open land type use which has been established or is proposed. Family Agricultural districts provide for a blend of small-scale agricultural operations associated with residential activities and which may be characterized by farm estates, small acreage farms, or subsistence lots. The Agricultural district provides for agricultural and very low-density agriculturally based residential use, encompassing rural areas of good to marginal agricultural and grazing land, forest land, game habitats, and areas where urbanization is not found to be appropriate. This LUPAG designation is aligned with the proposed open area, agricultural lots, food hub, and renewable energy development. Adjacent properties to the east are designated Extensive Agricultural and zoned for Agriculture. The requested Open, FA-1a and A- 10a zoning is thus consistent with the surrounding area. Additionally, the proposed uses of the Project Area support the goals of providing suitable living environments that accommodate the physical, social, and economic needs of the island residents and preserving the agricultural character of the island. The proposed development of the multi-family housing complex is appropriate for the area as it provides much needed housing to the community. The Proposed Project, consistent with land use policies, agricultural preservation and production, and the need for housing in the area outlined in the General Plan, will provide greater housing opportunities in Waikoloa and potentially address existing supply issues along with supporting agricultural uses and economic opportunity for the wider community Furthermore, the Project Area is located proximate to other commercial and residential uses or zoning to the west and agricultural uses to the east, allowing the Property to act as a transitional area between the urban center of Waikoloa and surrounding rural and agricultural land. It is situated in an area equipped with adequate access, water availability and other utilities. Thus, approval of the subject State Land Use Boundary Amendment and Change of Zone Application would be compatible with surrounding land uses while allowing the Applicant to realize the goal of developing housing and agriculture within the designated Project Area. The proposed actions are consistent with the existing and projected needs of the neighborhood, community, region, and the County as a whole. C. South Kohala Community Development Plan 22 The South Kohala Community Development Plan (SKCDP) attempts to further define the General Plan and serves as a guide for decision-makers. The proposed change of zone request is conducive to the following policies outlined in the SKCDP: Waikoloa Policy 1. Provide infrastructure and facilities for a growing community shall be an overarching planning policy for Waikoloa Village. The County shall work closely with the Waikoloa Village Community and area developers such that funding for important infrastructure projects and community facilities is provided. Waikoloa Policy 2. Environmental stewardship, sense of place, open space shall be an overarching land use policy for Waikoloa Village. Land use decisions shall be based on sustainable management of the open grasslands and natural resources of the Waikoloa area. Waikoloa Policy 4. Encourage affordable housing and smart growth by concentrating development in areas that are already zoned for Resort, Residential, Commercial, and Industrial growth, or areas that are otherwise appropriate for businesses that address the needs of this community. Strategy 1.4. Develop a Major Commercial Center for Waikoloa Village with shops, stores, and small business opportunities. There is currently no set timetable for any of these “commercial” locations to be developed and there is no certainty that they will in fact be developed for commercial services, or for what types of businesses they may be developed. For this reason, the community should give consideration to allowing for additional commercial locations where small to medium-sized businesses could be established that serve the needs of the Waikoloa Community. If appropriately located, these businesses would add to the sense of community and would reduce the amount of traffic to Waimea and Kona. Discussion: The proposed State Land Use Boundary Amendment and Change of Zone application to allow the proposed multi-family housing complex and club house would serve the needs of the rapidly growing community of Waikoloa Village, where population growth is outpacing housing supply, while the agricultural subdivision intends to both provide further housing options and increase agricultural opportunities within the underutilized Property. The proposed RM area is in an ideal location for the proposed use as it is just outside of the residential and commercial core of Waikoloa Village and already served by adequate infrastructure needed to support the project. The Applicant intends to satisfy the requirements for affordable housing outlined in Hawaii County Code Chapter 11 by developing affordable rental units within the Multi-Family residential project. The Waikoloa Village Plan, as outlined in the South Kohala CDP, identifies the Project Area as the site of the planned Waikoloa Highlands housing development. That plan reflects the initial plan for the Property, and Waikoloa Highlands was not developed. The proposed project would similarly develop housing in Waikoloa. This is in line with the goal of building affordable housing in the area and the subject 23 property will be utilized for housing as designated by the conceptual plan. Additionally, the preservation of open space as outlined in the Waikoloa Village plan will be supported by the project through the preservation of open zoned land. The applicant has consulted with the public to promote community interests within the project process. The project was presented to the Waikōloa Community Association during their public board meeting on July 24, 2025. The Proposed Project will further the goals of the South Kohala CDP to encourage affordable housing in areas that are already zoned accordingly for, or otherwise appropriate for the needs of the community, along with retaining the open nature of the surrounding area. D. County Zoning The County zoning of the Project Area is O and RA-1a (Figure 5). The prior owner of the Property obtained this zoning designation in conjunction with the previously proposed Waikoloa Highlands project, which proposed to create an approximately 400-lot residential subdivision with open space recreational areas. Accordingly, Ordinance No. 90-160, which was later amended by Ordinance Nos. 13-29, 07-127, 05-157 and 95-51, reclassified the subject property from Agricultural 5-acres (A-5a) and Multiple-Family Residential-1,500 square feet (RM-1.5) to Residential Agricultural 1-acre (RA-1a) and Open (O) in 1990 in order to allow for a residential subdivision with a golf course. As demonstrated by the lengthy history of amendments and time extensions, the prior landowners struggled to meet the conditions of the change of zone ordinances, and the Waikoloa Highlands project was never initiated. The prior landowners were also unable to meet the conditions of the State Land Use Boundary Amendment so the State LUC reverted the State Land Use Designation of the Property to Agricultural. Thus, the current RA-1a and O zoning of the Property are considered stale and changes of zone to RM-1.5, FA-1a, A-10a, and Open are being requested in order to allow the Applicant to utilize the Project Area to develop a multi-family housing complex, agricultural subdivision, and open area. Given that residential use of the property has received prior approvals and given the mix of existing commercial, residential, and agricultural land uses in the surrounding area, the requested RM-1.5, FA-1a, A-10a, and Open zoning would be appropriate for the Project Area. E. Relationship to SMA Objectives and Policies The Project Area is located approximately 5 miles from the nearest shoreline and is located outside of the County Special Management Area (SMA). As the entire island falls within the Coastal Zone Management (CZM) Area, a discussion of the request’s relationship to the CZM Program follows. The Parcel is not adjacent to the ocean. It sits approximately 5 miles from the shoreline at an elevation of approximately 1,000 feet. As such, no adverse impacts on the area’s coastal recreational and marine resources are anticipated. Similarly, the project would have no impact on beach protection. 24 With respect to the area’s historic resources, the applicant completed an archaeological field inspection (AFI) of a portion of the property, which noted that at least five (5) archaeological studies had been conducted previously. (The AFI is attached as Exhibit C) The AFI included a 100% pedestrian field survey of the 14.868-acre area requested to be designated as RM-1.5. The findings of the field inspection support an effect determination of “No historic properties affected” pursuant to HAR Section 13-284-7. Several other studies were conducted on the property in the past, most notably Bevacqua (1972), Jensen (1990), and Cultural Surveys Hawaiʻi (2006, 2007). These studies identified two historic sites, documented by SIHP as Sites 50-10-11-15931 and 50-10-11-31024. As the property has been evaluated for historic resources several times, it is unlikely that any new sites would be discovered during development of the property. Nevertheless, in the unlikely event that any historic properties are encountered during any land disturbing activities, such activities will be halted and DLNR-SHPD will be contacted. Appropriate clearances from the State DLNR-HPD and County Planning Department will be secured before work resumes. If needed, an archaeological monitoring program can be instituted during any land clearing activity. There are no scenic resources that would be impacted by this project. While the proposed action will involve the construction of improvements, no significant impact on scenic resources is expected. Additionally, over 110-acres of open space will be retained within the property under the rezone request. Although the Proposed Project could have a potential visual impact on the area’s scenic and open space resources, this level of development would be in line with the current and planned development occurring in and around Waikoloa Village. Views to and along the shoreline would not be affected by the project. In addition, considerations such as natural landscaping, architectural design, and the Property’s natural topography will be taken into account to mitigate any possible effects to the area’s scenic and open space resources. Relative to Coastal Ecosystems, no effects are anticipated, as the site is located approximately 5 miles from the ocean at an elevation of approximately 1,000-feet. Wastewater will be disposed of into the sewer lines operated by Hawaii Water Service or approved Individual Wastewater Systems. All storm water runoff generated by the development would be retained on site and managed by approved structures (dry wells or similar). The Proposed Project will result in increased potential for residential and commercial development near the Waikoloa Village center. As discussed above in Section 4B the Proposed Project promotes the goals, policies and standards of the LUPAG. This Proposed Project will provide additional opportunities for employment, economic and agricultural development, and help address insufficient housing supply. In so doing, the project will aid the overall economic use of this Property, the larger Parcel and the area in general. 25 Because of its distance from the shoreline and elevation, the site should not be subject to coastal hazards. Relative to the managing development objective, this function is more applicable to the "authority" or approving agencies. However, it is noted that the Proposed Project would operate and be constructed within the scope of the Zoning Code. The subject Property would be zoned RM-1.5, FA-1a, A-10a, and Open and the requested use and design/parameters (parking, height, setback, etc.) would be consistent with stated zoning. In that regard, the project would be consistent with this policy. The public participation objective is achieved through the Marine and Coastal Zone Management Advisory Group (MACZMAG) and the public hearing process required pursuant to the Planning Commission’s Rules and County Council’s meetings on this application. Notices of this application will become available through the posting of a sign on the Property, as well as sending two (2) notices to surrounding property owners, one at the time the application is filed and again, prior to the public hearing. Based on the foregoing, it is concluded that the requested improvements would be consistent with the objectives, policies and guidelines of the Coastal Zone Management Policies, as outlined in Chapter 205-A-23, HRS and Planning Commission Rule No. 9 relating to the Special Management Area. F. Other Permitting Requirements Additional permits may be required to complete the Proposed Project. Examples of other permits would include Subdivision Approval, Plan Approval, Building Permits and Grubbing and Grading Permits. V. ENVIRONMENTAL CONSIDERATIONS A. General Description The Parcel is identified as TMK No. (3) 6-8-002:016 and is located in Waikoloa, South Kohala, Hawaii, just south of the intersection of Waikoloa Road and Pua Melia Street (Figure 1). Access to the Parcel is from Pua Melia Street, approximately 850 feet south of its intersection with Paniolo Avenue and Waikoloa Road. The Parcel is an irregular shape and contains a total of 716.63 acres while surrounding a 30,013 square foot parcel containing Hawaii Electric Light Company facilities which are accessed via easements over the Parcel. The Applicant requests a State Land Use Boundary Amendment and Change of Zone for a 14.868-acre portion of the Parcel on the northwest side of the Parcel with frontage along Pua Melia Street. The remaining portion of the 716.63-acre property is subject only to the Change of Zone request. The Project Area is situated at approximately 1,000 – 1,200 feet in elevation with a gently undulating terrain and 26 gradual increase in elevation in the mauka direction. It is currently vacant of any structures. The annual median rainfall for this area is approximately 25-30 inches and the average daily temperature ranges from 77-84 degrees Fahrenheit. B. Soils and Topography The U.S. Department of Agricultural Natural Resource Conservation Service (NRCS) has designated the soil type in the Project Area as Hapuna-Waikui-Lalamilo complex with 0 to 20 percent slopes. This soil type is derived from basic volcanic ash fields over ʻaʻa lava flows, which are well drained with a high runoff class. This soil type is not considered prime farmland. The Land Study Bureau classifies the soils for the entire property as “E” or “very poor”, designated for soil with a land productivity index of 0-30 percent, and the property is unclassified under the Agricultural Lands of Importance to the State of Hawaii (ALISH) classification system. Best Management Practices for construction activities will be strictly followed to prevent adverse impacts to soil. Hawai‘i Administrative Rules Chapter 11-55, Appendix C, under Special Conditions for Land Disturbances, describes the following construction management techniques to protect soil: a. Clearing and grubbing shall be held to the minimum necessary for grading and equipment operation. b. Construction shall be sequenced to minimize the exposure time of the cleared surface area. c. Construction shall be staged or phased for large projects. Areas of one phase shall be stabilized before another phase is initiated. Stabilization shall be accomplished by temporarily or permanently protecting the disturbed soil surface from rainfall impacts and runoff. d. Erosion and sediment control measures shall be in place and functional before earth moving operations begin. These measures shall be properly constructed and maintained throughout the construction period. e. All control measures shall be checked and repaired as necessary, for example, weekly in dry periods and within twenty-four hours after any rainfall of 0.5 inches or greater within a 24-hour period. During prolonged rainfall, daily checking is necessary. Record of checks and repairs must be maintained. f. Records of the duration and estimated volume of storm water discharge must be maintained. g. A specific individual shall be designated to be responsible for erosion and sediment controls on the project site. C. Natural Hazards i. Flood/Drainage 27 The Federal Emergency Management Agency’s Flood Insurance Rate Map (FIRM) designates the Project Area to be in Flood Zone X (areas outside of the 500-year flood) (Figure 8). The primary activities with the potential to affect stormwater are grading and grubbing. Appropriate drainage studies and mitigation measures will be taken in conjunction with any new development. A County grading permit will be required to mitigate impacts to water quality and drainage during construction. ii. Volcanic and Earthquake Hazards According to the United States Geological Survey maps, this area of South Kohala is considered Lava Zone 8, on a scale ranging from 9 to 1 (least hazardous to most). The Building Code designates the entire island of Hawai’i Earthquake Zone “D” and contains certain structural requirements to address the relative seismic hazard. The proposed new structures will be designed and engineered to withstand seismic hazards in accordance with the Hawai‘i County Code, Chapter 5A. iii. Tsunami Hazard The Project Area is located is located just over 5 miles inland from the ocean, sits at an elevation of over 1,000 feet and is outside of the Civil Defense Agency Tsunami Evacuation Zone. D. Flora/Fauna The Property is completely covered with grasslands, consisting predominantly of non-native grasses, such as buffelgrass (Cenchrus ciliaris) and fountain grass (Pennisetum setaceum). Flora also includes lichens on rocks and some shrubs such as rattlepod (Crotalaria incana) and haole koa (Leucaena leucocephala). Due to the prevalence of invasive species, it is unlikely that any threatened or endangered species exist in the Project Area. A botanical survey conducted by Rana Productions, Ltd. and AECOS Consultants in 2006 did not encounter any threatened or endangered species. In the AFI, the vegetation was confirmed as fountain grass and haole koa and introduced weeds. All species found during the Rana Productions survey were alien to the Hawaiian Islands. Bird species found in the area include doves, Japanese White-eye, house finch and myna, all of which are common in the area. Although no threatened or endangered birds were detected in prior surveys, it is possible that the endangered endemic Hawaiian Petrel and the threatened Newell’s Shearwater overfly the Project &ůŽŽĚ,ĂnjĂƌĚDĂƉ dŝƚůĞ͗ EŽƚĞƐ͗ ŝƐĐůĂŝŵĞƌ͗dŚĞ,ĂǁĂŝŝĞƉĂƌƚŵĞŶƚŽĨ>ĂŶĚĂŶĚEĂƚƵƌĂůZĞƐŽƵƌĐĞƐ;>EZͿĂƐƐƵŵĞƐŶŽƌĞƐƉŽŶƐŝďŝůŝƚLJĂƌŝƐŝŶŐĨƌŽŵƚŚĞƵƐĞ͕ĂĐĐƵƌĂĐLJ͕ĐŽŵƉůĞƚĞŶĞƐƐ͕ĂŶĚƚŝŵĞůŝŶĞƐƐŽĨĂŶLJŝŶĨŽƌŵĂƚŝŽŶĐŽŶƚĂŝŶĞĚŝŶƚŚŝƐ ƌĞƉŽƌƚ͘sŝĞǁĞƌƐͬhƐĞƌƐĂƌĞƌĞƐƉŽŶƐŝďůĞĨŽƌǀĞƌŝĨLJŝŶŐƚŚĞĂĐĐƵƌĂĐLJŽĨƚŚĞŝŶĨŽƌŵĂƚŝŽŶĂŶĚĂŐƌĞĞƚŽŝŶĚĞŵŶŝĨLJƚŚĞ>EZ͕ŝƚƐŽĨĨŝĐĞƌƐ͕ĂŶĚĞŵƉůŽLJĞĞƐĨƌŽŵĂŶLJůŝĂďŝůŝƚLJǁŚŝĐŚŵĂLJĂƌŝƐĞĨƌŽŵŝƚƐƵƐĞŽĨŝƚƐ ĚĂƚĂŽƌŝŶĨŽƌŵĂƚŝŽŶ͘ F Map Legend 0.2 mi Map generated on 02/19/2024 FIGURE 8 29 Area between the months of May and November. Any exterior lighting will be shielded from shining upward, in conformance with Hawai’i County Code § 14–50, to minimize the potential for disorientation of seabirds. The Hawaiian Short-eared Owl, Pueo, can frequently be found in the grasslands of South Kohala surrounding Waikoloa. Should any Pueo nests be encountered DOFAW will be contacted for consultation. Also, State-listed Hawaiian Hawks, ‘Io, are far-ranging widely adapted birds and while there is no quality habitat on the Property for ‘Io, they could potentially overfly the area. Common, introduced mammals such as dogs, cats, rats, mongoose, and goats may be found in the Project Area. Although not detected during prior surveys, it is likely the endangered Hawaiian hoary bat occasionally over-flies the area. As there is no suitable vegetation on the site for bat roosting, no negative impacts on this species were identified. Based on these studies, no rare or endangered floral or faunal resources are likely to be found on the Property. E. Historic/Cultural/Archaeological Resources The Applicant commissioned ASM Affiliates to conduct an AFI of the approximately 14.868-acre RM designation requested area in order to determine if any undocumented historic properties are present. ASM Affiliates conducted background research on the culture, history and archaeology of the area, as well as a surface survey of the proposed RM area and summarized their findings along with prior archaeological and culture-historical research in the area in a letter to the landowner dated February 26, 2024 (Exhibit C). The letter concludes that no historic properties of any kind were observed within the 14.868-acre area and the findings of the field inspection support an effect determination of “No historic properties affected” pursuant to HAR Section 13-284-7 for the proposed grading of the area. Several archaeological studies have been conducted on the entire property. Cultural Surveys Hawaiʻi, Inc. (CSH) prepared an archaeological study of the subject parcel in January 2007 (Exhibit D). The survey references two other archaeological studies which were conducted on the site previously, a study by Peter M. Jensen (1990) and a study by Robert F. Bevacqua (1972). These studies resulted in the identification of two historic sites within the subject property. The 1972 study identified one site, which was designated as Site 22. This site was described as a complex of walls, portions of which protrude above the flood plain. A second study was conducted by Peter Jensen of Paul H. Rosendahl, Ph.D., Inc. in 1990. This study identified one site, designated as Site T-1. Located 300 meters north of Pu‘u Hīna‘i, Site T-1 was described as a 2.5-meter-long wall with a maximum height of 1.2 meters. Site T-1 was assigned the SIHP designation Site 50-10-11- 15931. Following archaeological evaluation, this site was documented by the SHPD 30 as significant for information content only (criterion D). No further studies or preservation is merited for this site, and thus the proposed project will not pose any negative effects. The 1990 study also involved a search for Site 22, and upon the inability to locate it determined that it had been destroyed by runoff. However, the 2007 survey by CSH located Site 22, which is described as a soil terrace defined by two bi-faced walls. It was hypothesized that the walls were designed to retain water and sediment along the edge of the stream and that the site was possibly utilized as an artificially constructed cattle watering basin. Site 22 was revisited by ASM in 2018 and a SIHP designation was obtained (Site 50-10-11-31024). This site is within the area designated to remain open space and thus will not be affected by the project development. Additionally, 95% of the site lies outside of the property boundaries. The locations of the two identified historic sites are shown in Figure 9. Given the intensive archeological studies to date, the discovery of sites in the Project Area that were not previously identified appears unlikely. Nevertheless, in the unlikely event that any historic properties are encountered during any land disturbing activities, such activities will be halted and DLNR-SHPD will be contacted. F. Valued Cultural Resources In view of the Hawaii State Supreme Court’s “PASH” and “Ka Pa`akai O Ka`Aina decisions, issues relative to native Hawaiian gathering, cultural practices and fishing rights must be addressed. Specifically, there must be a discussion on the cultural, historical and natural resources onsite, as well as the associated traditional and customary practices of this site. In this situation, the Property is not directly adjacent to or proximate to the shoreline. As such, gathering of marine life and coastal access is not an issue. In addition to archaeological studies of the Property, a Cultural Impact Assessment of the entire Parcel was conducted in 2006 by Cultural Surveys Hawaiʻi Inc. That study included the entire Project Area and presented an examination of historical documentation, review of archaeological studies, and community consultations and interviews. Various organizations and individuals with knowledge of cultural practices were contacted. The individuals contacted were not aware of any ongoing cultural practices or cultural resources within the Property. It is not known whether the immediate surrounding area outside of the Parcel was used in the recent past for the gathering of plants by Native Hawaiians. However, the Applicant has not observed any Native Hawaiians gathering plants on the subject site or the adjoining properties. Further, the botanical survey did not find plants endemic to the Hawaiian Islands which may be gathered for cultural practices. Based on the above, it is unlikely that the Parcel, Property, or surrounding area would serve such a purpose today. FIGURE 9 32 In the event that legitimate gathering claims are made by Native Hawaiians, the Applicant intends to respect and honor such claims and provide the legal and needed access within the site. No adverse impacts relating to the cultural practices, cultural traditions or cultural and historical resources of this area from the Project have been identified. G. Water and Coastal Resources The Property is located over 5 miles from the coastline and sits at over 1,000 feet in elevation. Appropriate drainage studies and mitigation measures will be taken in conjunction with any new development to avoid any impacts from storm water runoff. Further, wastewater will be disposed of into the existing sewer lines operated by Hawaii Water service or approved Individual Wastewater Systems. Thus, no adverse impacts are anticipated to water and coastal resources. H. Noise, Air Quality, and Dust Given the existing urban and commercial uses in the vicinity of the Project Area, noise levels in the area are already moderate and thus no significant long-term increase over existing noise levels is anticipated from the traffic to the Proposed Project. Likewise, the impact on ambient air quality would not be significant based on the EPA standards for automobile air emissions. Any noise, air quality and dust impacts associated with the construction of the Proposed Project will be short-term. Contractors will be required to comply with appropriate noise and related mitigation measures as required by the State Department of Health during all construction activities. Adherence to such requirements, paired with proper implementation of best management practices should mitigate any construction-related noise concerns. Additionally, air pollutants during construction will be limited and temporary. The main sources of short-term air pollutants will be construction equipment exhaust and dust. HAR §11-60 on Fugitive Dust prohibits visible emissions of dust from construction activities. These regulations will be strictly followed to prevent dust impacts. In addition, reasonable measures to control airborne and visible fugitive dust from road areas are outlined by the Department of Health’s Clean Air Branch. These measures include, but are not limited to: • Planning the different phases of construction, focusing on minimizing the amount of airborne, visible fugitive dust-generating materials and activities, centralizing on-site vehicular traffic routes, and locating potential dust- generating equipment in areas of the least impact. • Providing adequate water sources at the site prior to start-up of construction activities; providing landscaping and rapid covering of bare areas, including slopes, starting from the initial grading phase. 33 • Minimizing airborne, visible fugitive dust from shoulders and access roads. • Providing reasonable dust control measures during weekends, after hours, and prior to daily start-up of construction activities. • Controlling airborne, visible fugitive dust from debris being hauled away from the project site. These mitigating measures will be used during construction to prevent impacts from dust to roadways in the area. Additionally, all on-site driveways and parking areas will be paved with an all-weather, dust free surface. As such, with the exception of construction dust in the beginning, minimal long-term dust will be generated by the project. I. Scenic and Visual Considerations The County of Hawai‘i General Plan outlines regulations to preserve areas of natural scenic beauty. In the Natural Beauty element of the General Plan, there are sites or areas listed as being scenic resources. The Project Area is not listed as a scenic site, nor will the Proposed Project affect any of the scenic resources outlined in the General Plan. Additionally, as there are no structures in the area mauka of the Proposed Project, the project should not interrupt views of the coastline from any nearby properties. Landscaping is also proposed within the Project Area to further mitigate visual impact. Light pollution is another important aspect of maintaining scenic resources and the visibility of the night sky. Therefore, the following guidelines to minimize light pollution will be adhered to: 1. Any outdoor lighting must conform to the standards established by the Hawai‘i County Outdoor Lighting Ordinance (Hawai‘i County Code Chapter 14, Article 9: “Outdoor Lighting”). 2. The minimum possible amount of outdoor/exterior lighting should be used and should be turned off when not needed. Motion sensor activated lighting will be used wherever feasible. 3. All exterior lighting should be fully shielded. This means that all lighting fixtures must emit zero light above the horizontal plane. 4. Conformity to the Outdoor Lighting Ordinance also requires the use of blue- deficient exterior lighting. This means that exterior LED lighting must emit less than 2% of its total energy at wavelengths less than 500 nm. The best choice for this is either filtered LED lights, or amber LED lights. 5. White light should be avoided. Any white light used should have Correlated Color Temperature of 2700 K or below. J. Other Hazards The Project Area is within a former U.S. Marines training area known as the Waikoloa Maneuver Area (WMA) (Figure 10). The WMA was used from 1943 to MAPS - 1 Figure 1: Waikoloa Maneuver Area Location Map (including WMA Formerly Used Defense Site and Pu’u Pa’a Munitions Response Area) Hawaii County, Hawaii SUBJECT PARCEL FIGURE 10 35 1946 for “live fire” training. Approximately 10% of the explosive ordinances failed to detonate, leaving a potential explosive hazard across at least 120,000 acres of land. Since 1946, the Department of Defense (DoD) conducted several investigations and cleanup activities in various locations throughout the WMA. Today, the United States Army Corp of Engineers (USACE) and the U.S. Army Garrison-Hawaii continue to investigate and remove unexploded ordinances (UXO) from the WMA. Completing this work in the entire WMA will cost approximately $720,000,000. With the current annual budget of $10,000,000, the cleanup process will take decades to complete. Due to population growth and increasing demand for housing tourism infrastructure, significant development is expected to occur within the WMA. The Department of Health (DOH) has provided an Areawide Environmental Hazard Management Plan (AEHMP) will help reduce the ‘residual risk’ of UXO by raising awareness, educating the public and explaining how best to go about developing land in the WMA. HDOH provides the following recommendations for any construction activities within the WMA: a. Notify all workers that UXO may be present and that UXO are dangerous. b. Inform HDOH if you are planning a large-scale construction project. c. HDOH may require that you prepare and submit a Site-Specific Environmental Hazard Management Plan (SSEHMP) for approval prior to beginning any excavation or soil boring activities. d. Hire a qualified UXO Contractor to prepare an ‘Anomaly Avoidance Plan’ and conduct UXO Construction Support during all soil disturbing activities. e. Communicate the Anomaly Avoidance Plan and the Site Health and Safety Plan to all site workers. f. Both large- and small-scale developments should follow the Soil Management Plan guidelines to prevent the spread of potentially UXO-contaminated soil to other areas. g. Follow the “3Rs” of explosive safety and complete the UXO Report Form if UXO are encountered. h. Complete the Soil Management Plan Reporting Form for all excavated soil. This form should be maintained by the property owner, except when requested by HDOH. i. Notify HDOH prior to, and at the completion of, any ground disturbing activities. However, the subject property was within an area that has been cleared by the US Army Corps of Engineers (Figure 11). Due to the large size of the proposed development, a Site-Specific Environmental Hazard Management Plan could be necessary. 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15 KPC M T E L N 16B 17B J S Q 16C 17A B O 17C R G 17E 16D 17F 17D 16A 16E 16B' A A Former Waikoloa Manuever Area U.S. ARMY CORPS OF ENGINEERS, Honolulu District BUILDING STRONG® Z:\FUDS\FUDS_waikoloa_op_ROE_20130325.mxd Ü 0 2 4Miles ISLAND OF HAWAII ! Project Area LEGEND MEC (1,802) !(1 !(2 - 4 !(10 - 13 !(81 !(278 Exception Area (2,079 acres) Former Waikoloa Maneuver Area (100,262 acres) Work Sector Cleared Area (22,604 acres) Background FIGURE 11 SUBJECT PROPERTY 37 VI. SOCIAL AND RELATED CONSIDERATIONS A. Surrounding Land Uses Properties immediately north of the property contain O and A-5a zoning and are currently undeveloped. Just north of Waikoloa Road, approximately 950 feet north of the Project Area, are CV zoned properties, including the Waikoloa Highland Center which contains a variety of commercial establishments. Several residential subdivisions and RM-zoned multi-family town house developments are located further north and west of the Waikoloa Highland Center. Just west of the Project Area, on the opposite side of Pua Melia Street, is a mix of CV-10, RM-1.5 and O zoned properties. An adjacent property to the west, identified by TMK (3) 6-8-003:041, was rezoned from Open to MCX-20 in 2024 under Ordinance No. 24-036. This area contains the Lofts at Waikoloa apartments, a post office, an automobile repair shop, the Waikoloa Plaza and several other recently established commercial and residential developments. The AES Waikoloa Solar Farm is located to the southeast of the subject property, along Waikoloa Road. Given the existing and zoned conditions, the proposed State Land Use Boundary Amendment and Change of Zone Application for the 14.868-acre portion allowing a multi-family housing development and club house would not be inconsistent with the existing residential-commercial and urban nature of the surrounding area. The remainder of the Parcel proposed for a Change of Zone to FA-1a, A-10a, and Open would be consistent with the wider agricultural surroundings. In order to minimize any potential impacts to the surrounding area, design and construction factors such as placement of buildings, parking areas, lighting, landscaping and the like will be taken into account. B. Economic Impacts The proposed action would have a positive impact on the local economy. Construction and operation of the proposed housing facility would provide economic opportunities not only for the applicant, but also for contractors and other professionals required to permit and construct the facility, employees and subcontractors (i.e. landscaping, trash removal service, etc.) required to maintain and operate the facility and local businesses whose employees are in need of proximate housing. Additionally, opportunities for agricultural operations will increase following the creation of the subdivision. The addition of agricultural, commercial and residential uses will also generate increased general excise and property taxes. In so doing, the resultant project will add significant revenues to the County and State coffers. C. Agricultural Impacts 38 The State land use designation of the parcel is currently Agricultural. The Proposed Project involves amending that designation for only a 14.868-acre portion of the property to Urban. Thus, the project would involve removing a relatively small portion of the parcel from the Agricultural State land use district. However, the agricultural use of the remainder of the property will be positively impacted by the proposed action by allowing for the agricultural use of currently unused lands. The agricultural lots can be utilized for various purposes, such as chickens, gardens, or other small scale farm uses. Additionally, the Project Area has not hosted any recent agricultural uses and the poor soil quality (i.e., “very poor” or “E” classification) and dry climate of Waikoloa make it unsuitable for some forms of agriculture. Thus, the proposed request would not result in the loss of any important agricultural lands or the loss of any existing agricultural uses. Additionally, although the Project Area currently has a LUPAG designation of Rural and Open, the draft 2045 General Plan designates the Project Area as Medium Density Urban and Extensive Agriculture, indicating a need for more urban type uses in parts of this area which would be inconsistent with the existing entirely Agricultural designation. This need is further substantiated by the recent influx of residential and commercial type uses in the general area and in proximity to the Project Area. VII. INFRASTRUCTURAL CONSIDERATIONS A. Road Access to the Project Area is from Pua Melia Street, approximately 850 feet south of its intersection with Paniolo Avenue and Waikoloa Road. Pua Melia Street is a County owned and maintained roadway with a 60-foot right-of-way, 35 feet of pavement width, curbs, gutters and sidewalks. At the intersection of Waikoloa Road, Paniolo Avenue and Pua Melia Street, the Paniolo Avenue approach has three lanes, one for each movement, and is controlled by a stop sign. Access to the site is proposed via two (2) accesses along Waikoloa Road along with a secondary access along Pua Melia Street. The access driveway along Pua Melia Street is also intended to provide future connectivity to the rest of the Parcel. A Traffic Impact Analysis Report (TIAR) was prepared by Austin, Tsutsumi & Associates, Inc. in order to evaluate potential traffic impacts and mitigations required by the project (Exhibit E). Traffic conditions were evaluated relative to the development phasing of the project. Base Years 2035, 2038, and 2045 were evaluated pursuant to the HCC Section 25-2-46 Concurrency Requirements outlining future growth in 5, 10, and 20 years. Because the Project is not anticipated to begin construction until 2035, the TIAR evaluates benchmark, 2038, which follows the anticipated construction phasing. Traffic conditions at intersections were analyzed by 39 calculating volume to capacity ratios, delays and Levels of Service (LOS). The intersections affected by the project are shown in Figure 12. The HDOT Travel Demand Forecasting Model (TDFM) provides traffic projections across the island of Hawaii up to Year 2035. The forecasting model uses population forecasts from the Hawaii County General Plan to distribute households and vehicular trips across predetermined Traffic Analysis Zones (TAZs) based on existing TAZ household distributions. As Waikoloa Village is projected to grow in upcoming years, the study has also taken known planned developments into account for the Base Year condition data. Annual growth rates between 1.1%, 2.7%, and 0.6% were applied to Queen Kaʻahumanu Highway, Māmalahoa Highway, and Daniel K. Inouye Highway, respectively, to account for future growth along the roadways resulting from future population and development changes outside of the study area. Trips for known background developments in the immediate study area were generated independently and added to the study intersections based on the most recent available project plans. Details on the background developments studied are outlined in section 3.2 of the TIAR. There are several roadway improvement projects expected to be completed prior to Base Year conditions, including: Waikoloa Road/Paniolo Avenue Roundabout (2035), Daniel K. Inouye Highway Extension (2035), and Waikoloa Village Second Access (2045). The County has recently put forward the plans to address traffic issues at the Waikoloa Road intersection with Paniolo Ave/Pua Melia Street as detailed in a Draft Environmental Assessment published in the March 8, 2024 issue of the Environmental Notice. The planned intersection will include a two-lane roundabout and pedestrian safety beacons and splitter islands at all crosswalk locations. The roundabout is intended to remedy recognized service deficiencies at the Waikoloa Road intersection. Based on the studies in the EA it is expected that the roundabout will improve existing conditions and accommodate future traffic growth in the area from the Proposed Project and other upcoming developments. Under Base Year 2035 conditions, various minor street and/or left-turn movements at the study intersections are anticipated to operate at LOS E or F with the anticipated increase in traffic volumes due to the surrounding developments. However, most movements are still expected to operate under capacity by Base Year 2038 with the construction of a traffic signal at the Māmalahoa Highway/Daniel K. Inouye Highway intersection. The exception to this is the eastbound left turn at the Māmalahoa Highway/Waikoloa Road intersection, which is expected to operate overcapacity during the PM peak hour. A new EIS for the Daniel K. Inouye Highway Extension is expected to be funded, and an appropriate intersection design will be determined through that study. Under Base Year 2045 conditions, overall traffic in the region is anticipated to increase by approximately 8-12% over conditions in Base Year 2038. Queen Kaʻahumanu Highway is expected to operate at overcapacity conditions in the northbound and southbound directions. The overcapacity conditions along the PANIOLO AVE. PUA MELIA ST. WAIKOLOA RD. QUE E N K A A H U M A N U H W Y . WAIKOLOA R D . WAIKOLOA BEACH DR. D A N I E L K . I N O U Y E H W Y . S A D D L E R D . MA M A L A H O A H W Y . HOK U L O A U C C N NOT TO SCALE WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors LOCATION MAPFIGURE 1.1 NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. STUDY INTERSECTIONS 1 2 3 WAIKOLOA RD & PUA MELIA ST WEST LOCATION MAP ISLAND OF HAWAI`I N NOT TO SCALE UPOLU PT. HONOKAA LAUPAHOEHOE HILO KUMUKAHI PT KALAPANA HONUAPO KA LAE PT. KEAHOLE PT. KAILUA KAILUA HAWAII NATIONAL PARK PAHALA KEAAU WAIMEA KAWAIHAE PAHOA NORTH KOHALA SOUTH KOHALA NORTH KONA HAMAKUA NORTH HILO SOUTH HILO PUNA KA'U SOUTH KONA HAWI PROJECT LOCATION 4 WAIKOLOA RD. & WAIKOLOA PLAZA RD 1 2 4 WAIKOLOA RD & PANIOLO AVE & PUA MELIA ST EAST 5PROJECT SITE QUEEN KAAHUMANU HWY & WAIKOLOA RD 3 MAMALAHOA HWY & DANIEL K. INOUYE HWY 5 6 MAMALAHOA HWY & WAIKOLOA RD 3 6 FIGURE 12: Traffic Study Intersections 41 highway are expected to be a result of traffic shifting to the proposed Waikoloa Village Second Access located further north of Waikoloa Road along Queen Kaʻahumanu Highway and the associated development within Waikoloa Village. Volumes traveling along Queen Kaʻahumanu Highway north of Waikoloa Road are anticipated to increase. During the AM and/or PM peak hours, the left-turn and through movements at the Queen Kaʻahumanu Highway/Waikoloa Road/Waikoloa Beach Drive intersection on each approach are expected to operate at LOS E/F and/or overcapacity. Overall, the intersection is anticipated to operate at LOS E(F) during the AM(PM) peak hours. There are currently no plans to widen Queen Kaʻahumanu Highway in the vicinity of Waikoloa Road despite projected overcapacity conditions in long range plans. At the Māmalahoa Highway/Waikoloa Road intersection, the eastbound left-turn is expected to operate at LOS F and overcapacity during the AM and PM peak hours. Upon full completion of all development phases, the Project is estimated to generate a total of 355(472) new external trips during AM(PM) peak traffic hours. While this is predicted to increase trips, the study intersections are projected to operate similarly to 2045 Base Year conditions with these trip additions and result in minor intersection delays. However, several intersections are expected to worsen to LOS E/F as compared to Base Year 2045 conditions, including: Queen Kaʻahumanu Highway/Waikoloa Road/Waikoloa Beach Drive, Waikoloa Road/Pua Melia Street (West), and Māmalahoa Highway/Waikoloa Road. Several mitigation recommendations are provided for Future Years 2035 and 2045 to help address traffic concerns. With the recommended improvements, the areas of concern are projected to operate under capacity and provide an acceptable LOS. It is noted that if the mitigation measures are not planned to be completed by the State or County, such as the road widening along Queen Kaʻahumanu Highway, private developers are required to pay fair share contributions to develop the improvements. The following improvements are proposed to mitigate operational issues expected to occur by Future Year projections: Future Year 2035: Māmalahoa Highway/Waikoloa Road • Construct an eastbound left-turn acceleration lane on Māmalahoa Highway. Future Year 2045: Māmalahoa Highway/Waikoloa Road • Construct a traffic signal. Future Year 2045: Queen Kaʻahumanu Highway/Waikoloa Road/Waikoloa Beach Drive • Widen Queen Kaʻahumanu Highway from two (2) to four (4) lanes in the vicinity of Waikoloa Road. B. Water 42 Water is available to the site through Hawaii Water Service via an existing 20-inch water line fronting Pua Melia Street. Hawaii Water Service can meet the projected water and wastewater needs of the project, including the proposed 400 multifamily units, 25 A-10a agricultural lots and food hub/farmer’s market use. Occupancy of the multifamily development would not occur until wastewater service PUC approval and installation is complete. Adequate water is available for the proposed development and fire protection. C. Wastewater Wastewater for the multi-family residential project will be disposed of via an existing sewer system owned and operated by Hawaii Water Service with sewer lines along Pua Melia Street. Occupancy of the multifamily development would not occur until wastewater service PUC approval and installation is complete. The proposed FA-1a and A-10a lots would dispose of wastewater according to the State Department of Health rules and regulations. D. Solid Waste and Hazardous Substances Solid waste will be disposed of by commercial haulers approved by the Department of Health and/or individual homeowners. With the requested residential and agricultural uses, the potential for uses with toxic or related chemical waste would be minimal, if at all. A waste management plan can be prepared and implemented if necessary. E. Other Government Services As the Project Area is proximate to the Waikoloa Village area, no extension of government services would be required. There is a Fire Station less than 0.5 miles from the Project Area and Waimea Police Station is approximately 10 miles away. As such, the Proposed Project should not result in the extension of any government services. Further, the required public facilities are located within a reasonable distance of the Project Area. F. Other Utilities All other utilities such as telephone, internet and electrical services are available to the Project Area. VIII. IMPACT SIGNIFICANCE ANALYSIS A. Relationship Between Local Short-Term Uses of Environment and Maintenance and Enhancement of Long-Term Productivity If the request were denied, the Agricultural State Land Use designation of the Parcel would be retained and the zoning would continue to be in limbo, preventing virtually 43 any productive use of the Parcel. The Owner and Applicant would not be able to pursue development plans, and the use of the Parcel would remain mostly idle. Thus, from a long-term productivity standpoint, approval of the proposed request would be reasonable as it would create the opportunity to utilize the land for more valuable and productive purposes. B. Irreversible and Irretrievable Commitment of Resources The Project Area does not contain any rare or endangered species and has undergone several archaeological studies that previously identified two archaeological sites. These are documented by the SHPD and no further historic sites are expected to be discovered. Thus, the action will not involve an irrevocable commitment, loss, or destruction of any natural, cultural, or historic resources. Additionally, it is noted that soil in the Project Area has a classification of “E” or “very poor” according to the Land Study Bureau. The Project Area has not hosted any recent agricultural uses. Given the poor quality of the soil and dry climate of Waikoloa, the Property is unsuitable for some forms of agriculture. Thus, the proposed request would not result in the loss of any important agricultural lands or the loss of any existing agricultural uses. C. Mitigative Measures Given that several archaeological studies have been conducted on the property in the past, it is very unlikely that any unknown archaeological or historic sites will be discovered in the Project Area. Nevertheless, in the unlikely event that any archaeological or historic sites are encountered during any land disturbing activities, such activities will be halted, DLNR-SHPD will be contacted, and work will not be resumed until appropriate clearances are secured. Additionally, any future construction will be done in accordance with all County permitting requirements and Best Management Practices for any construction activities will be strictly followed to prevent adverse impacts to soil and water quality. Best Management Practices for stormwater management will be used to minimize the impact of the project to the existing area’s hydrology and maintain on-site infiltration and prevent polluted runoff from storm events. These BMPs may include, but are not limited to: • Minimizing soil loss and erosion by revegetating and stabilizing slopes and disturbed areas of soil. • Minimizing sediment loss by placing structural controls including silt fences, gravel bags, sediment ponds, check dams, and other barriers. • Applying sediment wattles and protective covers to soil and material stockpiles. 44 • Gravel check dams in gutters. • Use of drip pans beneath vehicles to trap vehicle fluid. • Performing routine inspection and maintenance of structural BMPs by trained personnel. • Properly cleaning significant leaks or spills and disposing at an approved site. Reasonable measures to control airborne and visible fugitive dust from road areas are outlined by the Department of Health’s Clean Air Branch. These measures include, but are not limited to: • Planning the different phases of construction, focusing on minimizing the amount of airborne, visible fugitive dust-generating materials and activities, centralizing on-site vehicular traffic routes, and locating potential dust- generating equipment in areas of the least impact. • Providing adequate water sources at the site prior to start-up of construction activities; providing landscaping and rapid covering of bare areas, including slopes, starting from the initial grading phase. • Minimizing airborne, visible fugitive dust from shoulders, and access roads. • Providing reasonable dust control measures during weekends, after hours, and prior to daily start-up of construction activities. • Controlling airborne, visible fugitive dust from debris being hauled away from the project site. Through implementation of proper mitigating measures and Best Management Practices, any irreversible or irretrievable commitment of any environmental resources will be avoided. D. Alternatives to the Proposed Project i. No Project Under the status quo alternative, the Agricultural State Land Use designation of the Project Area would be retained, and the zoning would continue to be in limbo, preventing most productive uses of the Project Area. The owner and Applicant would not be able to pursue development plans, and the zoning of the Project Area would remain stale, causing the use of the Parcel to remain mostly idle. ii. Alternative Zoning The proposed use for the portion subject to the RM-1.5 Change of Zone request could potentially be achieved with a change of zone to the Village Commercial (CV), Residential-Commercial Mixed (RCX), Neighborhood Commercial (CN), or General Commercial (CG) zoning district. However, such districts would be less compatible with the proposed development, which consists of a multi-family housing development and clubhouse. 45 This area was initially proposed to be changed to CV zoning, however the request for RM is more consistent with the proposed use and density of the multi-family housing project. As the project is not intended to include commercial development, the CV zoning is less appropriate than the requested RM. RCX, CN and CG zoning are less consistent with the surrounding zoning in similarly used areas of Waikoloa Village. With regard to the proposed agricultural subdivision, the only possible alternative zoning that would correspond to the permitted uses would be differing sizes of Family Agricultural and Agricultural districts. Family Agricultural districts are intended for lots of smaller acreage associated with small-scale agricultural operations and residential activities. They should not be classified as important agricultural land. The Family Agricultural lots within the Project Area are generally planned to be around 1-acre in size, thus the larger FA designations such as FA-2a are less appropriate than the requested FA-1a. Regarding the requested A-10a designation area, the intended use could be achieved through districts such as A-7a or A-8a. However, the planned agricultural lots range in size from 10-26 acres, only one of which is over 20 acres, and therefore the requested A-10a designation is most appropriate. iii. Evaluation of Alternatives The status quo alternative is not ideal as the entire Property would remain within the State land use Agricultural district, conflicting with the low agricultural potential of the Property as well as with the draft 2045 General Plan, which identifies the Project Area as partially Medium Density Urban and Extensive Agriculture. Additionally, the status quo alternative would maintain the stale zoning of the Property, rendering development of the parcel infeasible. Furthermore, while the Proposed Project could be effectuated under other agricultural, residential or commercial zonings, the requested designations are most appropriate for the Applicant’s proposed use of the Property. The requested RM-1.5 zoning would be most appropriate for the housing development area given its consistency with development plans and compatibility with nearby zoning. Due to planned lot sizes, the A-10a and FA-1a designations are best suited to the agricultural subdivision area. There is no alternative zoning for the open area. Additionally, through proper use of Best Management Practices, any potential impacts from the Proposed Project would be appropriately mitigated. Based on the above, the requested redistricting of a portion of the Property to the Urban State Land Use designation and the RM-1.5, FA-1a, A-10a, and Open zoning designations are the most reasonable alternative. 46 IX. REGULATORY ANALYSIS A. General Plan LUPAG Map The General Plan provides for the long-range comprehensive development of the island of Hawaii. It provides direction for balanced growth in the County. As noted previously, the County General Plan Land Use Pattern Allocation Guide (LUPAG) map designates the property as a mix of Open and Rural (Figure 6). Per the County General Plan, the Rural designation is intended for areas with existing subdivisions in the State Land Use Agricultural and Rural districts that have a significant residential component. These areas may contain small farms, wooded areas, open fields, residences and allowable uses with appropriate zoning within these areas that may include commercial facilities serving the residential and agricultural uses in the area, surrounding community, and public facilities. The Open designation is intended for parks and other recreational areas, historic sites and open shoreline areas. However, similar to the current stale zoning of the Property, the 2006 adoption of the General Plan and its LUPAG map were based on the previously planned Waikoloa Highlands project to create an approximately 400-lot residential subdivision and golf course. The owner of the property no longer desires to pursue that plan and thus the current Open/Rural LUPAG designation of the Project Area is outdated. Accordingly, the draft plan for the 2045 General Plan recognizes that the current LUPAG designation of the Project Area may no longer be appropriate and proposes to designate the Parcel as Medium Density Urban, a designation which is intended for village and neighborhood commercial and single family and multiple family residential and related functions, and Extensive Agriculture, a designation intended for lands not suited for sustained high yield agriculture. While the LUPAG designation of the Project Area appears to be in flux, the proposed rezoning of the Property to RM (Multiple-Family Residential), FA (Family Agriculture), A (Agricultural), and O (Open) would align with both the current and drafted designations and the State Land Use classifications as the proposed use of the Project Area is to provide residential facilities and agricultural areas which would serve the needs of the surrounding community. Additionally, it is noted that the General Plan states that the LUPAG delineations are intended to be “broad-brush boundaries” and alternate interpretations of the precise LUPAG boundaries are possible. Notably, the LUPAG designation of the adjacent parcels to the northwest of the Project Area are designated as Medium Density Urban, and are zoned CV, RM, and MCX. The designations of properties to the east and south are A-5a and LUPAG Extensive Agriculture, which is proposed for the majority of the Property in the draft 2045 plan. As those similar areas are proximate to the varying proposed uses of the Project Area, being residential, agricultural, and open space, the changes of zone proposed herein would be consistent with surrounding land uses and intended growth in the area. 47 B. General Plan Policies The requested changes of zone would be consistent with the goals, policies, and standards of the General Plan document. For one, the project intends to be energy conscious through the use of water efficient fixtures and by taking advantage of sun and wind patterns. Maintaining and improving the quality of the environment is important to the success of this project. The General Plan identifies five (5) areas of environmental concerns - air pollution, water quality, soil pollution, solid waste disposal, and noise pollution. As proposed, the project would not be contrary to any of those objectives. The Proposed Project would provide the community of nearby residents and businesses with necessary opportunities for housing that would allow for less vehicular traffic required to travel for work commutes within South Kohala. Aside from the limited vehicular transmission, air pollution associated with the project should be negligible. Wastewater will be handled by the Hawaii Water Service sewer system or approved Individual Wastewater Systems. This should be sufficient to address any potential groundwater or coastal water impacts. All State and County requirements to minimize the possibility for spills and hazardous materials will be followed during construction phases. Similarly, solid waste will be managed by commercial haulers approved by the Department of Health. A waste management plan can be prepared and implemented if necessary. The Proposed Project will not cause significant or long-term impacts to noise levels. Limited effects could occur during construction but would be mitigated by Best Management Practices. Rules and regulations outlined in Hawai‘i Administrative Rules Title 11, Chapter 46 “Community Noise Control,” Chapter 59 “Ambient Air Quality,” and Chapter 60.1 “Air Pollution,” will be followed during all construction and operation activities. Furthermore, any noise-generating facility, such as air conditioners, would be carefully placed to minimize their noise impacts to adjoining properties. There are no identified significant drainage ways through the Project Area. However, as there will be an added level of impervious surface resulting from the proposed development, a drainage study will be prepared and drywell(s) and/or similar types of accommodations will be implemented as needed to address any potential drainage and/or flooding issues. Such improvements would be done in accordance with the requirements of the Department of Public Works. No significant visual impacts are expected to occur. Landscaping will be used to beautify the site and provide a visual buffer to adjacent properties. 48 As it has undergone multiple previous archaeological studies, the Project Area does not appear to have any unknown historic sites. Nonetheless, work will cease if unanticipated archaeological remains are discovered during the development of this project. Work would resume only after proper clearances from the State and/or County have been received. While sightings of the Hawaiian Hawk (Io) and Hawaiian short-eared owl (Pueo) would be possible, this area is not their primary habitat. As such, the Property would not have any significant impact on rare or endangered plant or animal life in this area. The Plan also emphasizes that developments be mindful of an area's natural beauty. In this situation, the Proposed Project will be implemented in a manner where it does not detract from the natural beauty of the area, retains over 110- acres of open space, and will not interrupt view planes, as discussed in detail above. The Parcel is not a shoreline parcel; therefore, the usual coastal resources concern is not pronounced and there will be no interference with shoreline access. Further, as the Proposed Project will be connected to the Hawaii Water Service sewer system or approved Individual Wastewater Systems, impacts to the coastal water will be minimized. There will be minimal impact to public facilities. Water is available from Hawaii Water Service and all other necessary utilities are available to the Project Area. The Project Area is accessible by emergency vehicles and proximate to emergency services. As the Proposed Project is primarily residential and agricultural, it is possible that it will have some impact to schools, parks and other related facilities due to the increase in housing capacity. However, it will remain consistent with the surrounding area. Finally, in terms of the Economic and Land Use elements, the specific goals, policies, and standards of the General Plan are discussed in Section IV.B of this report. The Proposed Project aligns with those elements as it will create and support more jobs and additional small to medium-sized businesses. C. South Kohala Community Development Plan The South Kohala Community Development Plan (SKCDP) attempts to further define the General Plan and serves as a guide for decision-makers. A discussion of how the Proposed Project aligns with and will further the policies of the SKCDP is provided in Section IV.C of this report. D. Zoning 49 The designated zoning of the Property is O and RA-1a. Should the proposed zone changes to RM-1.5, FA-1a, A-10a, and O be approved, the requirements of the Zoning Code would generally be complied with, including use and related development standards. E. State Land Use Standards The State land use designation is currently Agricultural. The applicant is requesting to amend the State land use designation to Urban for the portion of the Project Area requested to be zoned RM-1.5. This requested RM-1.5 zoning would not be contrary to the standards of the Urban district. The requested Open, FA-1a, and A-10a districts would remain consistent with the Agricultural designation. F. Conformance with Land Use Commission Administrative Rules The subject request to amend the State Land Use District for the 14.868-acre portion of the subject parcel from Agricultural to Urban conforms to the district standards for determining Urban districts as defined within the Land Use Commission Administrative Rules. The Project Area is proximate to Waikoloa Village Center, which is an area characterized by a “city-like” concentration of people, structures, streets, urban levels of services and related land uses. It is also close by to centers of trading and employment. The Project Area is located approximately 900 feet south of the Waikoloa Highlands Center which contains a variety of commercial establishments. Just west of the Project Area, on the opposite side of Pua Melia Street, is a mix of CV-10, RM-1.5 and Open zoned properties. This area contains the Lofts at Waikoloa apartments, a post office, an automobile repair shop, the Waikoloa Plaza and several other recently established commercial and residential developments. Accordingly, all infrastructure and services necessary to support urban-type uses are available to the site, including adequate roads, waterlines, sewer lines and all other necessary utilities. Furthermore, a fire station is less than 0.5 miles from the Project Area and Waimea Police Station is approximately 10 miles away. Additionally, the site has satisfactory topography and drainage for urban development with a gently undulating terrain and only a slight increase in elevation in the mauka direction. It is also reasonably free from danger of flood, tsunami, unstable soil conditions, and other adverse environmental effects. As noted previously, the Federal Emergency Management Agency (FEMA) Flood Insurance Rate map (FIRM) identifies the Project Area as Zone “X” (areas outside of the 500-year flood) (Figure 8) and the applicant has not observed any significant runoff or erosion on the subject site. It is considered Lava Zone 8, on a scale ranging from 9 to 1 (least hazardous to most) and it is located just over 5 miles inland from the ocean, at an elevation of over 1,000 feet and is outside of the Civil Defense Agency Tsunami Evacuation Zone. 50 Furthermore, the Project Area is contiguous with existing urban areas at its northeast boundary, and as noted previously, the draft plan for the 2045 General Plan recognizes that the current Rural and Open LUPAG designation of the Project Area may no longer be appropriate and proposes to designate the property as Medium Density Urban and Extensive Agriculture, designations which align with both the proposed project and the surrounding area. Given its proximity to other Urban lands, urban-type uses, infrastructure and services to the west, and agricultural lands to the east, approval of this amendment request would not contribute toward scattered spot urban development or necessitate unreasonable investment in public infrastructure or support services. X. CONCLUSION Based on the consistency of the State Land Use Boundary Amendment and Change of Zone requests with State and County land use policies, approval of this request would be logical and reasonable and support the needs of the surrounding and growing residential and business community and County at large. Given the very poor soil quality and inadequate rainfall in the Project Area, it is not suited for most intensive agricultural uses and thus the proposed Urban designation would allow for more appropriate land use opportunities within a designated area while retaining the agricultural classification and character of the remainder of the Parcel. Additionally, approval of the subject change of zone requests will allow the Applicant to resolve the currently stale zoning of the Project Area so that it can proceed with developing the Parcel in a way that will better utilize the land and provide necessary services to the community. Through proper implementation of sound mitigative measures, the proposed development of this Parcel will provide beneficial services, jobs and increased tax revenues to the community while avoiding adverse impacts. EXHIBIT B February 26, 2024 Daniel Popkin Waikoloa Green, LLC 1 N. Johnston Ave, Suite D308 Hamilton, N.J., 08606 Email: via email Subject: Archaeological Field Inspection of a roughly 15-acre portion of TMK: (3) 6-8-002:016, Waikōloa Ahupua‘a, South Kohala District, Island of Hawai‘i Dear Daniel: As requested, ASM Affiliates (ASM) conducted an archaeological field inspection of an approximately 15-acre portion of TMK: (3) 6-8-002:016 (totalling 716.5 acres), located in Waikōloa Ahupua‘a, South Kohala District, Island of Hawai‘i (Figures 1, 2, and 3). The purpose of the field inspection was to determine if undocumented historic properties exist within the project area and to provide information to assist with the anticipated Hawaiʻi Revised Statutes (HRS) Chapter 6E-42 review of a grading permit application for the proposed project by the Department of Land and Natural Resources-State Historic Preservation Division (DLNR-SHPD). The scope of work associated with the field inspection included background research on the culture-history and archaeology of the area, as well as a surface survey of the entire 15-acre project area. This letter report presents a description of the project area and a summary of prior archaeological and culture-historical research in the area, followed by a description of the methods and results of the current field inspection, and a recommended determination of effect for the proposed project. Description of the Project Area The project area consists of an approximately 15-acre portion of TMK: (3) 6-8-002:016, located in Waikōloa Ahupua‘a, South Kohala District, Island of Hawai‘i. It is situated at an elevation of roughly 1,006 to 1,052 feet (307 to 231 meters) above sea level (see Figures 1, 2, and 3). The project area is situated on lava flows belonging to the Hamakua Volcanics (Sherrod et al. 2021) that erupted from Mauna Kea volcano 64,000 and 300,000 years ago (Figure 4). Soils that have developed within the project area on these lava flows (Figure 5) are classified as belonging to the Hapuna-Waikui-Lālāmilo complex (Soil Survey Staff 2022). The ground surface within the project area consists of a mixture of rock and silt with exposures of eroded bedrock. The terrain is gently undulating, with a few gentle rises and ridges (Figure 6). Vegetation is limited to moderately thick fountain grass (Cenchrus setaceus) that covers most of the ground surface, with occasional haole koa (Leucaena leucocephala) saplings, and a mix of introduced weeds in disturbed areas (Figure 7). Although the fountain grass stood roughly 20-30 centimeters tall at the time of the field survey, there was adequate space between grass bunches to observe the ground surface. The project area bounded to the west by Pua Melia Street and to the southwest by a gravel powerline access road (Figures 8 and 9), and on the remaining sides by undeveloped pasture land within TMK: (3) 6-8-002:016. Extensive prior land disturbance was observed within the project area (Figure 10), as well as deposits of modern trash and construction debris (Figure 11). A Brief Culture-Historical Background for the Project Area The project area is located in Waikōloa Ahupuaʻa, a land division named for a cold northwest wind that sometimes blows across the Hawaiian Islands (Pukui et al. 1974:223), which is within the moku (district) of South Kohala on the northwestern portion of Hawaiʻi Island. While Waikōloa is referred to as an ahupua‘a, traditionally it was an ‘ili of the kalana (or ‘okana) of Waimea. In ancient times a kalana was treated as a sub-district, smaller than a district (moku o loko), but composed of several other land divisions, such as ahupuaʻa and the more independent ʻili kūpono, all of which contributed to its wealth (Maly 2002). EXHIBIT C February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 2 of 16 The lands subject to the kalana of Waimea were those that form the southern limits of the present-day South Kohala District including ‘Ōuli, Wai‘aka, Lālāmilo, Puakō, Kalāhuipua‘a, ‘Anaeho‘omalu, Kanakanaka, Ala‘ōhi‘a, Paulama, Pu‘ukalani (Pukalani), Pu‘ukapu, and Waikōloa. In ancient times, Waikōloa was often referred to as Waikōloa Nui, and the neighboring land division of Lālāmilo was referred to as Waikōloa Iki (Maly 1999). By the late eighteenth century, Kamehameha I had consolidated his rule over Hawaiʻi Island, and he gave Waikōloa Nui Ahupua‘a (excluding the coastal ‘ili of ‘Anaeho‘omalu and Kalāhuipua‘a) to one of his haole (foreign) advisors, Isaac Davis (Rosendahl 2000). Although the land given to Davis included a large area, it lacked extensive resources, and was primarily a place for catching birds and gathering pili grass. Early written accounts penned by Western missionaries and explorers reported that the majority of the population within this part of Kohala lived near the shore or in the upland region of Waimea, and that the areas in between, in the vicinity of the current project area, were largely barren and desolate (Ellis 2004). During the early nineteenth century, cattle given to Kamehameha in 1792 by Capt. Vancouver, and immediately declared kapu (forbidden), had multiplied to the extent that they became a scourge for the native planters of the Waimea region. To protect the upland agricultural fields from the grazing cattle, Kamehameha ordered that a wall called Kauliokamoa after the konohiki (chief landlord) who oversaw its construction, be built from the northern boundary of Waikōloa Nui to near Pu‘u Huluhulu (Wolforth 2000). By the middle of the nineteenth century the Māhele ‘Āina (Land Division) of 1848 became the vehicle for determining ownership of native lands. During this period, the land interests of the King (Kamehameha III), the high-ranking chiefs, and the low-ranking chiefs, the konohiki, were defined, and all lands were placed in one of three categories: Crown Lands (for the occupant of the throne), Government Lands, and Konohiki Lands. All three types of land were subject to the rights of the native tenants therein. Much of the Waimea area was retained as Crown Land, but the ahupua‘a of Waikoloa Nui was awarded as konohiki land to George Davis Hū‘eu as Land Commission Award (LCAw.) 8521-B:1. Nine small residential kuleana were awarded to Native tenants in the uplands of Waikōloa Nui Ahupuaʻa near the town of Waimea (Maly 1999); none were awarded within or near the current project area. In 1862, the Commission of Boundaries was established in the Kingdom of Hawai‘i to legally set the boundaries of all the ahupua‘a that were awarded as part of the Māhele. On August 8 and 9, 1865, the boundaries for Waikōloa Nui were brought before the Boundary Commission. The boundary testimonies indicate that the coastal areas of Waikōloa Nui (e.g. the ‘ili of ‘Anaeho‘omalu and Kalāhuipua‘a) were considered more valuable than interior (pili) lands given to Davis, which were described as favorable locales for the hunting of ‘ua‘u (dark-rumped petrel) and nēnē (Hawaiian goose), and for gathering ‘iliahi (sandalwood). Several testimonies also mentioned the presence of cultivated lands within Waikōloa (referred to as “Kapanaolona”) that were located near Pu‘u Hīna‘i. These lands are labeled “Aina Mahi” on an 1859 map of Waimea (Hawai‘i Registered Map No. 574; Figure 12). During the 1860s, the Waimea Grazing and Agricultural Company (WGAC) began to acquire considerable land assets in and around Waimea, including a lease for the ahupuaʻa of Waikōloa Nui, in an attempt to monopolize the livestock industry in the region (Bergin 2004). By the late 1870s, largely due to persistent drought conditions within its grazing lands, the WGAC went out of business, and its herd was purchased by Parker Ranch (Bergin 2004). Throughout the 1870s and 1880s, Parker Ranch expanded their operations in the Waimea region, and eventually acquired the lease to roughly 95,000 acres in Waikōloa that had formerly been leased to the WGAC. This lease included the lands where the project area is located. By the early twentieth century, Parker Ranch was under the direction of ranch manager Alfred W. Carter, who concentrated on acquiring and converting more of the ranch lands from lease into fee simple. In 1903, with only a short period left on the lease, Carter acquired nine-tenths interest in the Waikōloa Nui lands from Ms. Lucy Peabody, securing important grazing lands for the ranch (Bergin 2004). Most of these lands were divided into paddocks, and transportation and water conveyance infrastructure projects were undertaken to increase the productivity of the Waikōloa rangelands. A map prepared in 1917 for the ranch by G.F. Wright (Hawai‘i Registered Map No. 2786; Figure 13), depicts some of the ranch infrastructure February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 3 of 16 such as fence lines, a “cactus plot,” and a “rain gauge” in the vicinity of Pu‘u Hīna‘i; which is depicted as being within the roughly 11,500-acre “Puu Hinai” Paddock, at the makai-most extent of the grazing lands. The 1928 USGS Puako quadrangle shows the Puakō-Keamoku Trail and a Parker Ranch fence line crossing the subject parcel (Figure 14). The trail is depicted as a road on the 1956 USGS Puu Hinai quadrangle, and the fence line is no longer present (Figure 15). In December of 1943, nearly 123,000 acres of land in the Waimea-Waikōloa area were leased by the U. S. War Department for use as a troop training area (Escott 2008). With this lease, the lands encompassed by the current project area became part of the U.S. Navy’s 91,000-acre Waikōloa Maneuver Area. The Waikōloa Maneuver Area extended from the coast to the Pohakuloa Training Area, and from the Waimea- Kawaihae Road to an area south of Waikoloa Road. The last of the Marines departed in June of 1946, and the Waikōloa Maneuver Area was returned to the Parker Ranch in September of 1946 (Escott 2008). Clean- up of unexploded ordnance (UXO) within the Waikōloa Maneuver Area is ongoing but has been completed in the vicinity of the current project area. Modern development of the Waikōloa lands began during the 1970s when the current alignment of Queen Ka‘ahumanu Highway (Highway 19), extending from Kailua to Kawaihae, was constructed and Waikōloa Road was built to connect the new lower highway with the upper highway (Highway 190). It was at that time that the Village of Waikōloa was also established on lands located northwest of the project area. No prior development was undertaken within the current project area as part of the development of Waikōloa Village, although the original worker housing for the development of the village was located nearby (Ketner et al. 2021). Prior Archaeological Survey of the Current Project Area At least five prior archaeological studies have been conducted within the subject parcel (Bevacqua 1972; Clark 2019; Hammatt and Shideler 2007a, 2007b; Jensen 1990), and three of these have included the current project area. Two archaeological sites were previously documented within the subject parcel as a result of these prior studies (Sites 50-10-11-15931 and -31024), neither of which is located within the current project area (Figure 16). The first of these studies was carried out in 1972 by Robert F. Bevaqua, who at the time conducted several surveys within the region of Waikōloa for Boise Cascade Properties, Inc. These survey areas, which he designated as Survey Areas A-G, were intended to assist in the historic preservation review for future development and use of the Waikōloa land holdings. Survey Area G, containing 300-acres “situated slightly N of Puʻu Hinai, a prominent cinder cone in the center of Waikoloa” (Bevacqua 1972:12), included a portion of the subject parcel located to the south of the current project area. Bevaqua identified one site in this area, “Site 22,” which he described as a complex of walls protruding above the flood plain at bank of ʻAuwaiakeakua Stream. Site 22, which is located well to the southeast of the current project area (see Figure 16), was subsequently assigned the Statewide Inventory of Historic Places (SIHP) designation Site 50-10-11-31024 (Clark 2019). In 1990, Paul H. Rosendahl, Ph.D., Inc.(PHRI) conducted an Archaeological Inventory Survey (AIS) of approximately 600 acres in the Mauka lands of Waikoloa that included the current project area (Jensen 1990). Fieldwork for Jensen’s study consisted of an initial reconnaissance by helicopter, followed by a pedestrian survey of twenty percent of the survey area (adjacent to the north side of Puʻu Hīna‘i) utilizing 40-meter transect spacing. Jensen (1990) reported that Bevacqua’s (1972) Site 22 was not encountered during fieldwork; however, one previously undocumented stone wall segment built of poorly stacked pāhoehoe cobbles and boulders was identified near ʻAuwaiakeakua Gulch and designated Site T-1. This site was subsequently assigned the SIHP designation Site 50-10-11-15931 (see Figure 16). No sites were identified within the current project area as a result of the Jensen (1990) study. In 2006, Cultural Surveys Hawaiʻi (CSH) conducted “an evaluation of archaeological potential” for TMK: (3) 6-8-002:016 that included the current project area (Hammatt and Shideler 2007b). The purpose of the study, which included limited field survey in the vicinity of Puʻu Hinai and ʻAuwaiakeakua Gulch, was to February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 4 of 16 determine if the sites previously documented by Bevacqua (1972) and Jensen (1990) still existed, and to provided updated condition assessments and significance evaluations for those sites. Although Hammatt and Shideler (2007b) did not identity Bevacqua’s (1972) Site 22, they did identify Jensen’s (1990) Site T-1, which they interpreted as a marker for travelers traversing from the ʻAuwaiakeakua Gulch to the Waimea area. No sites were identified within the current project area as a result of the Hammatt and Shideler (2007b) study. In 2007, following a wildfire, Cultural Surveys Hawai‘i, Inc. (Hammatt and Shideler 2007a) once again returned to TMK: (3) 6-8-002:016 to conduct additional fieldwork and search for Site 22, which Hammatt and Shideler (2007b) had been unable to identify. Hammatt and Shideler (2007a) were successful in their search, and the description for Site 22, which consisted of a soil terrace defined by two bi-faced walls (Features A and B) was updated. To better determine the nature and extent of Site 22, Hammatt and Shideler (2007a) excavated three test units adjacent to the walls of both features. Although no cultural material was recovered from the excavations, Hammatt and Shideler (2007a) were able to expose the base of the wall and better assess the construction methods. While a definitive function for the site could not be determined, Hammatt and Shideler (2007a:17) suggested that the walls were designed to retain water and sediment along the edge of the stream and that the site may have served as an artificially constructed cattle-watering basin. In 2018, ASM revisited Site 22, updated its condition and documentation, and obtained an SIHP designation (Site 50-10-11-31024) for the complex (Clark 2019). Sites 50-10-11-15931 and 50-10-11-31024, the only two historic properties identified within the subject parcel as a result of the prior archaeological studies, are both located well to the southeast of the current project and do not have the potential to be directly, or indirectly impacted by the current project (see Figure 16). Field Inspection Method and Results On February 2nd, 2024, ASM staff David King, M.Sc., Jonas Leon, B.A., and Olivia Crabtree, B.A., under the direction of Matthew R. Clark, M.A. (ASM Principal Investigator), conducted an archaeological surface inspection of the project area (100% coverage). During the field inspection, the ground surface of the entire project area was visually inspected utilizing north/south pedestrian transects, maintaining a 10-meter spacing interval. No archaeological sites, features, cultural deposits, or historic properties of any kind were identified within the project area as a result of the current field inspection, and it was noted that much of the 15-acre area had been subject to prior mechanical disturbance. No subsurface sampling was conducted within the project area due to the rocky and shallow nature of accumulated soils and the prevalence of prior ground disturbance. Conclusion and Recommendations No historic properties of any kind were observed within the project area as a result of the archaeological field inspection conducted by ASM. The findings of the field inspection therefore support an effect determination of “No historic properties affected” pursuant to HAR 3§13-284-7 for the proposed grading of the 15-acre portion of TMK: (3) 6-8-002:016. In the unlikely event that any historic properties are encountered during the proposed grading activities, such activities should be halted and DLNR-SHPD contacted. Should you have any questions or concerns, please feel free to contact me directly. Sincerely, Matthew R. Clark, M.A. Principal Investigator, Director ASM Hilo February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 5 of 16 References Cited Bergin, B. 2004 Loyal to the Land: The Legendary Parker Ranch, 750-1950. University of Hawaii Press, Honolulu. Bevacqua, R. 1972 Archaeological Survey of Portions of Waikoloa, South Kohala District, Island of Hawaii. Department of Anthropology, B. P. Bishop Museum Report 72-4. Revised 1972. Prepared for Boise Cascade Properties, Honolulu. Clark, M. R. 2019 Letter Report Updated Information Regarding "Site 22" (SIHP Site 50-10-11-31024) located within TMK: (3) 6-8-002:016, Waikōloa Ahupuaʻa, South Kohala District, Island of Hawaiʻi. ASM Affiliates Project Number 30810, Waikōloa Highland, Inc. (landowners). Ellis, W. 2004 Journal of William Ellis, Narrative of a Tour of Hawaii, or Owhyee; with remarks on the History, Traditions, Manners, Customs and Language of the Inhabitants of the Sandwich Islands. Advertiser Publishing Co., Ltd., Honolulu. Escott, G. 2008 Archaeological Monitoring Plan (AMP) for Munitions and Explosives of Concern (MEC) and Supporting Functions for Former Waikoloa Maneuver Area, Hawaiʻi on Portions (1,320.063 acres) of the Former Waikoloa Maneuver Area, Lālāmilo and ʻŌuli Ahupuaʻa, South Kohala District, Hawaiʻi [TMK: (3)-6-2-001:050, 051, 065; AND (3)-6-6-02:031, 032, 034, 035, 39-43]. Scientific Consultant Services, Inc. Report SCS 970-1. Revised 2008. Prepared for U.S. Army Engineer District, Honolulu. Hammatt, H. H. and D. Shideler 2007a Addendum to an Archaeological Inventory Survey Waikoloa Mauka Lands, Land of Waikoloa, South Kohala District, Island of Hawaiʻi, TMK: [3] 6-8-002:016 por. Cultural Surveys Hawaii, Inc. Job Code WAIKOLOA 1. Revised 2007. Prepared for R.M. Towill Corporation. 2007b Evaluation of Archaeological Potential at a 702.28-Acre Parcel at Waikoloa, South Kohala District, Hawaiʻi Island, TMK: [3] 6-8-002:016. Cultural Surveys Hawaii, Inc. Job Code WAIKO 3. Revised 2006. Prepared for R.M. Towill Corporation, Kailua, HI. Jensen, P. 1990 Archaeological Inventory Survey, Waikoloa Mauka Lands, Land of Waikoloa, South Kohala District, Island of Hawaii. Paul H. Rosendahl, Ph.D., Inc. 717-0031090. Revised 1990. Prepared for Transcontinental Development Company. Ketner, A., J. R. Dudoit, M. Lopez, and B. Barna 2021 An Archaeological Inventory Survey for Waikoloa Village Center, TMKs: (3) 6-8-002:033 (por.), (3) 6-8-003:029, 031, 032, 037, and 041, Waikōloa Ahupuaʻa, South Kohala District, Island of Hawaiʻi. ASM Affiliates. Prepared for Waikoloa Village Center, LLC, Hilo, HI. Maly, K. 1999 Nā Ala Hele Ma Kai O Kohala Hema (The Coastal Trails of South Kohala): Archival- Historical Documentary Research, Oral History—Consultation Study and Limited Site Preservation Plan Kawaihae-ʻAnaehoʻomalu Trail Section: Lands of Kawaihae 2nd, ʻŌuli, Lālāmilo, Waikōloa, Puakō, Waimā, Kalāhuipuaʻa, and ʻAnaehoʻomalu; District of February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 6 of 16 Kohala, Island of Hawaiʻi (TMK Overview Sheets: 6-2, 6-8 & 6-9). Kumu Pono Associates Report HiAla-17K (043099). Prepared for State Division of Forestry and Wildlife, Nā Ala Hele Program Manager (Hawaiʻi Island), Hilo, HI. 2002 The Māhele ʻĀina (The Land Division) an Overview of Documentation Found in the Claims and Awards of the Māhele. Revised 2002. Prepared for Kumu Pono Associates, LLC. Pukui, M. K., S. H. Elbert, and E. Moʻokini 1974 Place Names of Hawaii. Revised and Expanded ed. University of Hawaii Press, Honolulu. Rosendahl, P. H. 2000 Archaeological Inventory Survey of TMK 6-8-01:22, Land of Waikoloa, South Kohala District, Island of Hawaiʻi. Paul H. Rosendahl, Ph.D., Inc. 2017-072000. Revised 2000. Prepared for White Sand Beach LP, Tinguely Development, Hilo, HI. Sherrod, D. R., J. M. Sinton, S. E. Watkins, and K. M. Brunt 2021 Geologic Map of the State of Hawaiʻi. U.S. Department of the Interior, U.S. Geological Survey. USGS Numbered Series. Scientific Investigations Map 3143. 1:100,000 and 1:250,000 scale. Electronic document, https://doi.org/10.3133/sim3143, accessed February 18, 2022. Soil Survey Staff (United States Department of Agriculture, Natural Resources Conservation Service) 2022 Web Soil Survey. Electronic document, http://websoilsurvey.nrcs.usda.gov. USGS (United States Geological Survey) 1928 Puako Quadrangle. U.S. Department of the Interior, U.S. Geological Survey. 1:62,500 scale. Electronic document, https://ngmdb.usgs.gov/topoview, accessed 06 May 2021. USGS (United States Geological Survey) 1956 Puu Hinai Quadrangle. U.S. Department of the Interior, U.S. Geological Survey. 1:24,000 scale. Electronic document, https://ngmdb.usgs.gov/topoview, accessed 06 May 2021. Wolforth, T. 2000 An Archaeological Inventory Survey of Approximately 15 Acres for a Proposed Quarry and Related Activity at Parker Ranch Within Waikōloa Ahupuaʻa, South Kohala District, Island of Hawaiʻi (TMK: 6-8-01:001). Scientific Consultant Services, Inc. 216-1. Revised 2000. Prepared for William L. Moore Planning, Hilo, HI. February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 7 of 16 Figures Figure 1. Project area location. February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 8 of 16 Fi g u r e 2. TM K: ( 3 ) 6 -8-00 2 s h o w i n g t h e l o c at i o n o f t h e s u b j e c t p a r c e l ( 0 16 ) a n d t h e p r o j e c t a r e a . February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 9 of 16 Figure 3. Aerial image showing the location of the current project area. February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 10 of 16 Figure 4. Geology in the vicinity of the project area. Figure 5. Classification of soils in the vicinity of the project area. February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 11 of 16 Figure 6. Typical project area terrain and vegetation, view to the northwest. Figure 7. Typical project area terrain and vegetation, view to the west. February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 12 of 16 Figure 8. Pua Melia Street along the western boundary of the project area, view to the west. Figure 9. Powerline access road along the southwestern boundary of the project area, view to the southeast. February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 13 of 16 Figure 10. Evidence of prior bulldozing within the project area, view to the northwest. Figure 11. Construction debris and modern trash within the project area, view to the west. February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 14 of 16 Figure 12. Portion of Hawai’i Registered Map No. 574 with the project area outlined in red. Figure 13. Portion of Registered Map No. 2786 with the project area outlined in red. February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 15 of 16 Figure 14. 1928 Puako quadrangle with the project area outlined in red (USGS 1928). Figure 15. 1956 USGS Puu Hinai Quadrangle with the project area outlined in red (USGS 1956). February 26, 2024 Archaeological Field Inspection for a 15-acre portion of TMK: (3) 6-8-002:016 Page 16 of 16 Figure 16. Location of sites previously documented with in the subject parcel relative to the current project area. Site 15931 Site 31024 Addendum to an Archaeological Inventory Survey Waikoloa Mauka Lands, Land of Waikoloa,South Kohala District,Island of Hawai’i In A 702.28-Acre Project Area at Waikoloa,South Kohala District,Hawai’i Island TMK:[3]6-8-002:016 por. Prepared for R.M.Towill Corporation Prepared by Hallett H.Hammatt,Ph.D. and David W.Shideler M.A. Cultural Surveys Hawai’i,Inc. Kailua,Hawai’i (Job Code:Waikoloa 1) September 2007 O’ahu Office Maui Office P.O.Box 1114 165.Market Street,Suite Kailua,Hawai’i 96734 2N Ph.:(808)262-9972 www.cu1tura1surveys.com Wailuku,Hawai’i 96793 Fax:(808)262-4950 Ph:(808)242-9882 Fax:(808)244-1994 EXHIBIT D Cultural Surveys Hawai’i Job Code:Waikoloa 1 Table of Contents Section 1 Project Background 1 1.1 Bevaqua 1972 Documentation 1 1.2 Subsequent Efforts to Locate Bevaqua’s (1972)“Site 22”4 1.3 Circumstances of the Re-Identification of Bevaqua’s (1972)“Site 22”5 Section 2 Field Results 6 2.1 Site Description 6 2.2 Excavation Results 13 2.3 Site Function 17 2.4 Summary 17 2.5 Recommendations 19 Section 3 References Cited 20 Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands j TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 List of Figures Figure 1.U.S.Geological Survey map showing Waikoloa Highlands project area 2 Figure 2.Bevaqua’s map showing the location of his survey areas (Survey Area “G”,shown as a dot,roughly corresponds to the present study area 3 Figure 3.U.S.Geological Survey map showing the relationship of “Bevacqua’s Site 22”to the south side of the project area (designated by the dashed blue line)7 Figure 4.South central portion of the proposed Wailcoloa Highlands project area showing location of “Bevaqua’s Site 22”(note:lot configuration has changed slightly)8 Figure 5.Map of “Bevaqua’s Site 22”overlain on a topographic map supplied by the client” (note:lot configuration has changed slightly,see Figure 7 for greater accuracy)9 Figure 6.Map of “Bevaqua’s Site 22”overlain on an aerial photograph (note:lot configuration has changed slightly,see following Figure 7 for greater accuracy)10 Figure 7.Map prepared by R.M.Towill showing more precisely the relationship of the two walls of “Bevaqua’s Site 22”to the present configuration of lots and perimeter Road D 11 Figure 8.Panorama view of Bevacqua’s “Site 22”;east at left and south at right 12 Figure 9.View of designated Feature A,a 10.0 m long,1.56 m wide bi-faced core filled wall at the west side of Bevaqua’s Site 22;view to south 12 Figure 10.Feature A,pre-excavation view of Test Unit 1 at the north end of the wall from interior;view to west 14 Figure 11.Feature A,post-excavation of Test Unit 1;view to SW 14 Figure 12.Southwest Profile of Test Unit 1 at Feature A 15 Figure 13.General view of central portion of designated Feature B excavated as Test Unit 2,pre excavation;view to SW 15 Figure 14.Test Unit 2 at Feature B,post-excavation,showing substantial portion of wall below the present ground surface;view to west 16 Figure 15.Profile of Test Unit 2 at Feature B 16 Figure 16.Test Unit 3 at east end of wall feature B,pre-excavation;view to SW,‘Auwaiakeakua Gulch in foreground 18 Figure 17.Test Unit 3 at east end of wall feature B,post excavation;view to SW 18 Evaluation ofArchaeology at a 702-acre Parcel in the Waikoloa Uplands jj TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Project Background Section 1 Project Background Cultural Surveys Hawai’i entered into agreement with R.M.Towill Corporation to provide archaeological services for the 702.28-Acre Waikoloa Highlands project area (Figure 1)at Waikoloa,South Kohala District,Hawai’i Island (TMK:[3]6-8-002:016 por.).In the course of a second field inspection on August 22,2007,following an extensive range fire in the project lands,an archaeological site was encountered that was tentatively identified as a site briefly described by Robert F.Bevaqua in 1972.Two other efforts (Jensen 1990 and Hammatt and Shideler 2007)to find this site had proven unsuccessful.Consultation with the client resulted in agreement to carry out fieldwork and documentation of this specific archaeological site (known here-to-for as Bevaqua “Site 22”)located partially within the Waikoloa Highlands project area. The present report was prepared to summarize this research and findings and to be submitted as an addendum to the archaeological inventory survey or as an addendum to the Hammatt and Shideler (January 2007)study for the review and approval of the State Historic Preservation Division and to serve as a basis for planning and cultural resource management. 1.1 Bevaqua 1972 Documentation In 1972 Robert F.Bevaqua carried out archaeological studies in a number of discrete areas of Waikoloa that he designated as Survey Areas A through G.Of particular importance to the present study is his Survey Area G (Figure 2)which the Jensen study (1990:5)concluded: “roughly corresponds to the present project area.”Bevaqua’s (1972)study area is described as follows: Survey Area G is situated slightly N of Pu’u Hinai,a prominent cinder cone in the center of Waikoloa.The exact location and configuration of this 300-acre parcel of land has not been determined by the developers; thus the survey encompasses only the approximate area of the parcel. Bevaqua’s map showing the location of his survey Area G (present Figure 2)leaves much to be desired.Bevacqua (1972:12)identified only one site within his Survey Area G designated as Site 22 (in numeric sequence with sites identified at distant Waikoloa survey areas)and described as follows: Site 22 consists of a complex of walls,portions of which protrude above the flood plain.The dominant feature is a well-built bifaced wall,45 meters long,running E-W.At the stream bank,the E end of the wall corners and extends N another 7.1 meters;the W end of the main wall corners and extends N 5.5 meters.East of the main wall an 11-meter-long, bifaced wall runs N-S and stands clearly above ground surface. Bevacqua notes that:the vast majority of the site has been completely inundated by stream deposited soil,approximately 1.3 meters deep,thus making identification and description exceptionally difficult.He recommends a program of further work at this site.The vague location data and the absence of any site map hampered previous efforts to re-identify this site. Evaluation of Archaeology at a 702-acre Parcel inthe Waikoloa Uplands 1 TMK [3]6-8-002:016 — 4o J C C C C C C CI) (D S riD C C C riD c9. c—i Cl)x C C C ii Cultural Surveys Hawai’i Job Code:Waikoloa 1 Project Background KAWAIHAEHAR1O LALAMILO PuAIcO VR KALAHU$PUAA ANAEHOOMALU E WAIICOL0A KEAWAIK PUUANAHULU 2 MN Figure 2.Bevaqua’s map showing the location of his survey areas (Survey Area “G”,shown as a dot,roughly corresponds to the present study area Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 3 TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Project Background 1.2 Subsequent Efforts to Locate Bevaqua’s (1972)“Site 22” In March of 1990,Peter M.Jensen of Paul H.Rosendahi,Ph.D.,Inc.produced a study entitled Archaeological Inventory Survey Waikoloa Mauka Lands,Land of Waikoloa,South Kohala District,Island of Hawai ‘i that was accepted by the State Historic Preservation Division (Hibbard April 17,1990 and Chinen 2007).Our overlay indicates that the Jensen (1990)project area and the present 702.28-acre project area are basically the same except that the Jensen (1990) project area was larger including an additional tongue of land at the northwest corner.The field crew on the Jensen (1990)archaeological inventory survey study looked for Bevaqua’s Site 22 even examining lands 250 meters beyond the perimeter of the project area.The Jensen study began with a low elevation aerial reconnaissance of the entire project area during which one site (their “T-1”site)was identified.Subsequently pedestrian sweeps were carried out in three portions of the project area deemed particularly sensitive.These areas (Jensen 1990:9)were: •Adjacent to the north side of Pu’u Hinai and involves the several streams which converge near the northeast perimeter of the pu ‘u; •The southwestern portion of the project area in which numerous small caves were observed;and •The vicinity of two shallow gulches which transect the project area from east to west. One of these originates on the south side of Pu’u Hinai while the other represents the coalesced flows from several small streams which flow around the north side of the pu’u. They conclude (Jensen 1990:10)“in view of clear evidence of recent erosion,it can reasonably be concluded that heavy runoff probably destroyed Site 22 sometime during the past 5-10 years.” The Hammatt and Shideler (January 2007)Evaluation of Archaeological Potential...study included fieldwork that involved approximately 2-man-days including travel time.The fieldwork had two major objectives:1)to relocate and describe another previously identified archaeological feature identified as “T-1”in the Jensen (1990)archaeological inventory survey (the only site identified in that survey),and 2)to search for any additional sites as might be present including a further effort to re-identify the Bevacqua (1972)“Site 22”wall feature that could not be found in the Jensen (1990)fieldwork. The field inspection began by following ‘Auwaiakeakua Gulch from the access road to the base of Pu’u HTna’i.It was thought that the margins of this gulch were particularly likely locales for archaeological sites including Bevacqua’s “Site 22”wall feature.The field crew then ascended to the summit of Pu’u HTna’i to better view the landscape of the project area in hopes of observing indications of archaeological sites.Then both sides of the margins of ‘Auwaiakeakua Gulch were explored to the southeast edge of the present study area and some distance beyond in search of the Bevacqua Site 22 or any other archaeological features.No archaeological sites were observed in this initial fieldwork. Regarding Bevacqua’s “Site 22”wall feature,the Hammatt and Shideler (January 2007:10) study concluded: Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 4 TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Project Background It seems odd that a site nearly 150 feet long that presumably had been around for many decades could disappear in the course of eighteen years. It also,however,seems unlikely the Jensen crew would have missed Site 22.During the CSH field inspection on August 8,2006 Bevaqua’s Site 22 was also sought with no trace found.Perhaps it lies farther a field. 1.3 Circumstances of the Re-Identification of Bevaqua’s (1972)“Site 22” In the course of our field inspection of August 22,2007 an archaeological site,determined to be Bevaqua’s Site 22 was identified and was determined to be in,or in very close proximity to, the Waikoloa Highlands project area.The identification was facilitated by the recent range fire in the vicinity.Cultural Surveys Hawai’i recommended that efforts be taken sooner rather than later to document this site particularly to determine whether it is indeed in the project area.Cultural Surveys Hawai’i recommended that these results could be included in an addendum to our Evaluation study to be submitted to the SHPD.The find clears up the one known loose end regarding the known archaeological history of the project lands. Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 5 TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results Section 2 Field Results On September 4,2005 three archaeologists from Cultural Surveys Hawai’i,Inc.Todd Tuichin B.A.,Sean Barnes,B.A.and David Shideler,M.A.working under the overall supervision of Hallett H.Hammatt,Ph.D carried out archaeological documentation and testing at the archaeological site identified by Bevaqua as “Site 22”. 2.1 Site Description The Site identified as Bevaqua’s Site 22 lies on the south side of the Waiakeakua Gulch approximately 400 m north of the summit of Pu’u Hinai.The site lies in a quite flat area of fine silt loam with pãhoehoe outcrops.Extensive bulldozing of some antiquity has significantly modified the immediate area most likely causing some damage to the site. The site basically consists of a soil terrace defined by two bi-faced core-filled walls lying at approximately a right angle to each other designated herein as Features A and B (Figures 3 to 8). The shorter but more visible north/south trending Feature A wall forms the western edge of a somewhat pentagon-shaped,relatively-level,soil terrace.The longer but partially buried wall designated Feature B forms the north side of the soil terrace.The southwest portion of the soil terrace is formed by a NW to SE trending pãhoehoe ridge.The eastern margin of the soil terrace is less well defined by rising bedrock outcrops and a bulldozed jeep road and fence line. The site was documented in part with a Trimble GPS Pathfinder Pro Series unit.While not of land surveyor quality this GPS unit is understood to have sub-foot accuracy.As can be seen from Figures 3 to 7 the vast majority (perhaps 95%)of the soil terrace lies outside (to the southeast)of the project boundary.Figure 7 (prepared by R.M.Towill)presents the most accurate relationship of the walls of the site to the project boundary.However,based on the provided map shown in Figure 7,approximately 50%of the Feature A wall and possibly a buried portion of the west end of the Feature B wall appear to lie within the Waikoloa Highlands project area. Designated Feature A is an almost exactly 10 m long,1.57 cm wide north/south trending wall (Figures 8 &9).The wall is bi-faced,and constructed of 1 to 3 visible courses of boulders and is core filled with somewhat jumbled angular boulders and cobbles but with a relatively level surface.The workmanship appears particularly good and the wall appears anomalously wide. The north end of the wall appears to be finished or constructed as an end and is separated by a gap of 1.7 m from a small hillock or U ‘U approximately 2.5 m high and 10 m in diameter.The south end of the wall abuts jumbled bedrock at the northwest end of a linear bedrock ridge or small bluff.Both of the long sides of this Feature A wall have piled up against them a fine silt loam sand slope deposited by wind and water.This effectively makes the wall appear quite low measuring only 30 cm high on the west side and 30 to 50 cm high on the east side.These natural low sand ramps and the low aspect of the wall feature make it difficult to discern even at a distance of 10 m.Undoubtedly the grasses that were clearly thick in the vicinity before the recent range fire obscured the feature significantly.On the other hand,from the proper vantage (Figure 9)the construction is quite formal. Evaluation of Archaeology at a702-acre Parcel in the Waikoloa Uplands 6 TMK [3j 6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results p V 1?/1, 4L!i 1/:\ o 200 400 Feet -‘‘ ——,.-;,-.—--.1 •-S Figure 3.U.S.Geological Survey map showing the relationship of “Bevacqua’s Site 22”to the south side of the project area (designated by the dashed blue line) Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 7 TMK [3]6-8-002:016 ----.--.I Cultural Surveys Hawai’i Job Code:Waikoloa 1 Figure 4.South central portion of the proposed Waikoloa Highlands project area showing location of “Bevaqua’s Site 22”(note:lot configuration has changed slightly) Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands Field Results 8 TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results Figure 5.Map of “Bevaqua’s Site 22”overlain on a topographic map supplied by the client” (note:lot configuration has changed slightly,see Figure 7 for greater accuracy) Evaluation of Archaeology at a 702-acre Parcel in the Wailcoloa Uplands 9 Stone Wall Alignment Approximate Buried Wall Alignment Test Excavation 150 Feet TMK [3J 6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results Figure 6.Map of “Bevaqua’s Site 22”overlain on an aerial photograph (note:lot configuration has changed slightly,see following Figure 7 for greater accuracy) Evaluation of Archaeology at a 702-acre Parcel inthe Waikoloa Uplands 10 TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results ‘•104c./1 / D\_dj /— cD C)jparüLof thG&b O-OCt-£t1 -2-2- N Figure 7.Map prepared by R.M.Towill showing more precisely the relationship of the two walls of “Bevaqua’s Site 22”to the present configuration of lots and perimeter Road D Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 11 TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results •-j‘c•,-•rer —-—-C%r——— I —I -- a aa r,t -C’Q.W - -- a?rfr-*--•:-•&: -\--•10 -Sa S t%$fl —- Figure 9.View of designated Feature A,a 10.0 m long,1.56 m wide bi-faced core filled wall at the west side of Bevaqua’s Site 22;view to south Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 12 Figure 8.Panorama view of Bevacqua’s “Site 22”;east at left and south at right TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results Designated Feature B is an almost exactly 50 m (164 feet long)wall that runs west from Waiakeakua Gulch.At Waiakeakua Gulch the wall appears to have been damaged by erosion as it turns to the ESE slightly following the south bank of the arroyo.What appears to have happened is that the facing has been stripped away (see Figure 16)by the force of flash floods leaving an exposure of the jumbled core fill on the arroyo bank.The Feature B wall appears to continue quite straight,almost to the north end of the Feature A wall but for much of this length the Feature B wall has been entirely covered by sediment and at no point was the south side of this core filled wall visible.The most discemable portion of this Feature B wall prior to testing was near the center where test unit 2 was excavated (see Figure 13)where one to two courses of facing were visible with a height of 0 to 20 cm. 2.2 Excavation Results Three Test Units were excavated along the walls to better determine their nature and to develop data on site function. Unit 1 was excavated on the east (interior)side of the north end of then Feature A wall (Figures 10 to 12).Two strata were discerned: Stratum I 0-52 cm 10 YR 3/2 very dark grayish brown silt loam,weak,fine,crumb structure,slightly hard (dry),firm (moist)non-sticky (wet) consistency,non plastic,no cementation,many grass roots,0-10% pebbles and cobbles,no midden no artifacts Boundary clear,wavy Stratum II 50 -83 cm 10 YR 5/3 brown silt loam,weak,fine,crumb structure,slightly hard (dry),firm (moist)non-sticky (wet)consistency,non plastic, no cementation,many grass roots,0-10%pebbles and cobbles no midden no artifacts Base of Excavation 22 cm bedrock (at north end)to 83 cm in silt loam for most of the trench. The only difference in the strata was compaction and color (thought to be due to moisture content)and root abundance.The major finding was that this wall was built on bedrock at the north end of the trench which was a southern extension of the bedrock bluff to the north and that the wall was only 2 to 3 courses high and built on silt for most of the trench exposure.Despite a rather formal appearance at the surface the wall was never more than three courses high and was remarkably wide for its height and length. Test Unit 2 was excavated on the south side of the central portion of wall feature B (Figures 13 to 15).The sediment stratigraphy was quite similar to that in Test Unit 1.What was striking was how tall the wall was,typically 4 courses and 1 m high,given how little appeared above the ground surface.The quality of wall construction as exemplified in the tightness of rock placement and the minimization of voids was noted to be particularly good.The excavation was arbitrarily halted at 1 m and the wall continued on down.The excavation was expanded to the north and to the south.The exposed stratigraphy to the south showed no clear ditch construction Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 13 TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results r —- --- •1 __i_-—--‘•‘J1iL,c s;.: — , Figure 10.Feature A,pre-excavation view of Test Unit 1 at the north end of the wall from interior;view to west Figure 11.Feature A,post-excavation of Test Unit 1;view to SW Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 14 TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results 0 25 Profile ofTest Unit 1w 25 50 75 lp0 I 150 175 200 25 50 75 100 base ofexcavations (silty loam) Figure 12.Southwest Profile of Test Unit 1 at Feature A S • t. -t -. __ - c 4 4 I I Figure 13.General view of central portion of designated Feature B excavated as Test Unit 2,pre excavation;view to SW Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 15 TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results Figure 14.Test Unit 2 at Feature B,post-excavation,showing substantial portion of wall below the present ground surface;view to west Figure 15.Profile of Test Unit 2 at Feature B Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 16 surface 0 50 Profile of Test Unit 2wSouthWall West Wall 50 100 150 2000I 50 ___________________________________ 100 150 c2cc unexcavated II Ill lv 0 511J 1 150 TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results as was thought possible.The excavation to the north showed that the wall was indeed bifaced and core filled. Test unit 3 was excavated on the north side of the Feature B wall as it diverged from the Waiakeakua arroyo which heads to the northwest.A 4.07 m long section of wall was exposed (Figures 16 and 17)that was typically 2 to 3 courses (52 cm,)high.As at Test Unit 2,The quality of wall construction as exemplified in the tightness of rock placement and the minimization of voids was noted to be particularly good.The wall was almost completely covered by 25 cm of silt loam soil at this east end by the arroyo. 2.3 Site Function The function of this site is less than certain.Bevaqua posited no function.We know of no similar site in the vicinity.Four hypotheses were evaluated: •Ponded field (pre-Contact or post-Contact), •Heiau or temple (pre-Contact) •Cattle corral (post-Contact), •Reservoir (post-Contact) The site clearly serves to retain water and sediment.Nearly level water transported sediment defines the interior of the soil terrace and has almost entirely covered the 50 m length of wall feature B.The presence of shallow,dish-shaped,depressions on the level soil surface appear to be the creations of pigs,goats or cattle wallowing or scraping for water. The high endeavor at wall construction appears way above and beyond what would have been undertaken to create a small ponded field.There is no other known agriculture in the vicinity. There appear to be other natural basins that would have lended themselves to ponded field development. The site abuts an arroyo with a potentially sacred name “channel of the god”(“Waiakeakua”) and shows particularly good workmanship.The posited use of any place in Hawai’i as a heiau is impossible to disprove archaeologically inasmuch as some heiau included no land modification what so ever.There is no known tradition of a sacred site in the vicinity.The very substantial labor indicated could have been much,much more monumental if it was expended on any of the adjacent bluffs or knolls rather than in modifying a low area.No interior partitions or long alignments were observed.No branch coral,or selection for water worn stones or reddish stones was discerned. We are inclined to favor the hypothesis that the site was constructed as a post-contact reservoir,perhaps circa 1900,for watering cattle by retaining occasional runoff.But again the function is uncertain. 2.4 Summary In the Waikoloa Highlands project area there are only two known sites.The site identified by Jensen as T-1 and now bearing State Inventory of Historic places #50-10-11-25931 has been independently evaluated by two archaeological firms (and the State Historic Preservation Evaluation of Archaeology at a702-acre Parcel in the Waikoloa Uplands 17 TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results Figure 16.Test Unit 3 at east end of wall feature B,pre-excavation;view to SW,‘Auwaiakeakua Gulch in foreground Figure 17.Test Unit 3 at east end of wall feature B,post excavation;view to SW Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 18 TMK [316-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results Division)as significant for information content only (criterion D)and as meriting no further work or preservation concern. Beyond a reasonable doubt the lost Bevaqua’s Site 22 has been re-located along the south edge of the Waikoloa Highlands project lands.Basically this site consists of a soil terrace defined by two bi-faced core-filled walls lying at approximately a right angle to each other.Several hypotheses as to function were considered but we are inclined to favor the hypothesis that the site was constructed as a post-contact reservoir,perhaps circa 1900,for watering cattle by retaining occasional runoff.The function of this site is uncertain despite our substantial hand testing.It seems unlikely that twice as much hand-testing would yield a significant artifact or further clues as to function. 2.5 Recommendations Given that our lead hypothesis is that this site functioned as a c.1900 cattle watering reservoir we feel it unreasonable to require preservation.We understand that preservation of this corner of the site would create unique hardships for the project in the need to go back to the county for a new subdivision adjustment and that even small planning changes in one area necessitate changes in other areas.Again it should be noted that arguably 95%of this site lies outside of the project area (see Figures 3 to 7)and it may be inappropriate to seek commitments on the vast majority of this site that lies outside of the project area at this time. However,given the extent of Bevaqua’s site 22 and the quality of workmanship we are inclined to recommend further testing in the form of more extensive backhoe testing focused on the small portion of the site within the project area.Because the purpose of this testing is to further develop basic information on site function we are suggesting that this move forward as part of site documentation. Because this proposed approach of further testing with a backhoe may involve significant destruction of a portion of this feature we have recommended consultation with the SHPD in advance to ensure that this approach is indeed appropriate.We request SHPD review of the information supplied in this study and agreement with the proposed course of action. Following carrying out further testing an updated report would be prepared and submitted to the SHPD for review and would include a formal SI}IP #for this site at that time. Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 19 TMK [3]6-8-002:016 Cultural Surveys Hawai’i Job Code:Waikoloa 1 Field Results Section 3 References Cited Bevaqua,Robert F. 1972 Archaeological Survey of Portions of Waikoloa,South Kohala District,Island of Hawaii,Department of Anthropology,Bishop Museum,Honolulu,HI. Chinen,Melanie (Melissa Kirkendall) 2007 Letter to Dr.Hallett H.Hammatt Chapter 6E-42 Historic Preservation Review- Requestfor Clarification for a Waikoloa Project Area Field Inspection of an Area Previously Subjected io Archaeological Inventory survey Waikoloa,South kohala District,Island of Hawai ‘i TMK (3)6-8-002:016 por.State Historic Preservation Division Hammatt,Hallett H.and David W.Shideler 2007 Evaluation of Archaeological Potential at A 702.28-Acre Project Area at Waikoloa,South Kohala District,Hawai’i Island TMK:[3]6-8-002:Ol6por.January 2007 Cultural Surveys Hawaii,Kailua,Hawai’i Hibbard,Don 1990 Letter to Mr.Duane Kanuha:County of Hawai ‘i.Use Permit #71 --Condition 5 (Waikoloa Beach Resort --Waikoloa Mauka Lands)Waikoloa,South Kohala, Hawai’i TMK 6-8-2:part 16 Historic Preservation Program Jensen,Peter M. 1990 Archaeological Inventory Survey Waikoloa Mauka Lands,Land of Waikoloa, South Kohala District,Island of Hawai ‘i Paul H.Rosendahl,Ph.D.,Inc. Evaluation of Archaeology at a 702-acre Parcel in the Waikoloa Uplands 20 TMK [3)6-8-002:016 Austin, Tsutsumi & Associates, Inc. Civil Engineers • Surveyors 501 Sumner Street, Suite 521 Honolulu, Hawaii 96817-5031 Telephone: (808) 533-3646 Facsimile: (808) 526-1267 E-mail: atahnl@atahawaii.com Honolulu • Wailuku, Hawaii TRAFFIC IMPACT ANALYSIS REPORT WAIKOLOA GREEN WAIKOLOA, HAWAII DRAFT FINAL August 7, 2025 Prepared for: Waikoloa Green LLC c/o Land Planning Hawaii 194 Wiwoole Street Hilo, HI 96720 EXHIBIT E TRAFFIC IMPACT ANALYSIS REPORT WAIKOLOA GREEN Waikoloa, Hawaii DRAFT FINAL Prepared for Waikoloa Green LLC c/o Land Planning Hawaii 194 Wiwoole Street Hilo, HI 96720 Prepared by Austin, Tsutsumi & Associates, Inc. Civil Engineers • Surveyors Honolulu • Wailuku, Hawaii August 7, 2025 i TABLE OF CONTENTS Page 1. INTRODUCTION ................................................................................................................ 1 1.1 Project Description ................................................................................................... 1 1.2 Study Methodology ................................................................................................... 2 1.3 Analysis Methodology ............................................................................................... 2 2. EXISTING CONDITIONS .................................................................................................... 5 2.1 Roadway System ..................................................................................................... 5 2.2 Pedestrian Facilities ................................................................................................. 6 2.3 Bicycle Facilities ....................................................................................................... 6 2.4 Transit Facilities ....................................................................................................... 6 2.5 Existing Traffic Volumes ........................................................................................... 7 2.6 Existing Traffic Conditions Analysis and Observations ............................................. 7 2.6.1 Existing Observations ............................................................................... 7 2.6.2 Existing Intersection Analysis ................................................................... 8 3. BASE YEAR TRAFFIC CONDITIONS ...............................................................................12 3.1 Background Projection Methodology .......................................................................12 3.2 Background Developments ......................................................................................12 3.2.1 Trip Generation .......................................................................................17 3.2.2 Trip Reductions .......................................................................................17 3.2.2.1 Internal Capture ........................................................................17 3.2.2.2 Pass-by/Diverted Trip Reduction ..............................................17 3.2.2.3 Regional Capture ......................................................................17 3.2.3 Trip Distribution & Assignment ................................................................17 3.3 Planned Roadway Improvements ............................................................................17 3.4 Base Year Analysis .................................................................................................18 3.4.1 Base Year 2035 Conditions .....................................................................19 3.4.2 Base Year 2038 Conditions .....................................................................20 3.4.3 Base Year 2045 Conditions .....................................................................20 4. FUTURE YEAR TRAFFIC CONDITIONS ...........................................................................28 4.1 Project Description ..................................................................................................28 4.2 Travel Demand Estimations .....................................................................................28 4.2.1 Trip Generation .......................................................................................28 4.2.2 Trip Distribution & Assignment ................................................................29 ii 4.3 Future Year 2035 ....................................................................................................30 4.3.1 Future Year 2035 Intersection Analysis ...................................................30 4.3.2 Future Year 2035 with Mitigation Intersection Analysis ............................30 4.4 Future Year 2038 ....................................................................................................38 4.4.1 Future Year 2038 Intersection Analysis ...................................................38 4.5 Future Year 2045 ....................................................................................................44 4.5.1 Future Year 2045 Intersection Analysis ...................................................44 4.5.2 Future Year 2045 with Mitigation Intersection Analysis ............................44 5. CONCLUSION ...................................................................................................................52 5.1 Existing Conditions ..................................................................................................52 5.2 Base Year Conditions ..............................................................................................52 5.3 Future Year Conditions ............................................................................................53 6. RECOMMENDATIONS ......................................................................................................55 6.1 Future Year 2035 ....................................................................................................55 6.2 Future Year 2045 ....................................................................................................55 7. REFERENCES ..................................................................................................................56 TABLES 2.1 LOS SUMMARY: EXISTING CONDITIONS ......................................................................11 3.1 LOS SUMMARY: EXISTING AND BASE YEAR 2035 .......................................................23 3.2 LOS SUMMARY: EXISTING AND BASE YEAR 2038 .......................................................25 3.3 LOS SUMMARY: EXISTING AND BASE YEAR 2045 .......................................................27 4.1 PROJECT TRIP GENERATION ........................................................................................29 4.2 PROJECT-GENERATED TRIPS .......................................................................................29 4.3 LOS SUMMARY: BASE YEAR 2035 AND FUTURE YEAR 2035 ......................................36 4.4 LOS SUMMARY: BY 2038, FY 2038, AND FY 2038 WITH MITIGATIONS .......................43 4.5 LOS SUMMARY: BY 2045, FY 2045, AND FY 2045 WITH MITIGATIONS .......................50 FIGURES 1.1 PROJECT LOCATION ....................................................................................................... 3 1.2 PROJECT SITE PLAN ....................................................................................................... 4 2.1 EXISTING PEDESTRIAN, BICYCLE, AND TRANSIT FACILITIES .................................... 9 2.2 EXISTING LANE CONFIGURATIONS, VOLUMES, AND LOS .........................................10 iii 3.1 BACKGROUND PROJECTS.............................................................................................16 3.2 BASE YEAR 2035 LANE CONFIGURATIONS, VOLUMES, AND LOS .............................22 3.3 BASE YEAR 2038 LANE CONFIGURATIONS, VOLUMES, AND LOS .............................24 3.4 BASE YEAR 2045 LANE CONFIGURATIONS, VOLUMES, AND LOS .............................26 4.1 FY 2035 PROJECT TRIPS ...............................................................................................32 4.2 FY 2035 LANE CONFIGURATION, VOLUMES, AND LOS ...............................................34 4.3 FY 2038 PROJECT TRIPS ...............................................................................................39 4.4 FY 2038 LANE CONFIGURATION, VOLUMES, AND LOS ...............................................41 4.5 FY 2045 PROJECT TRIPS ...............................................................................................46 4.6 FY 2045 LANE CONFIGURATION, VOLUMES, AND LOS ...............................................48 APPENDIX A. LOS CRITERIA B. TRAFFIC COUNT DATA C. LOS WORKSHEETS D. PRELIMINARY SIGNAL WARRANTS TRAFFIC IMPACT ANALYSIS REPORT WAIKOLOA GREEN Waikoloa, Island of Hawaii, Hawaii 1. INTRODUCTION This report documents the findings of a Traffic Impact Analysis Report (TIAR) conducted by Austin, Tsutsumi & Associates, Inc. (ATA) to evaluate the potential traffic impacts resulting from the proposed Waikoloa Green development (hereinafter referred to as the “Project”) located in Waikoloa, Hawaii. 1.1 Project Description The Project site is located south of Waikoloa Road and Pua Meila Street on the parcel identified by TMK (3) 6-8-002:016. The Project proposes to develop approximately 400 multi-family units and a clubhouse on a 14.9- acre lot and 275 family agricultural lots and 11 A-10a lots on approximately 523 acres. The remainder of the parcel (approximately 178.7 acres) will not be developed with the Project or will remain as agricultural and/or open/recreational space. Access to the site is proposed via two (2) accesses along Waikoloa Road and a secondary access along Pua Melia Street. The Project is anticipated to be phased as follows: • Phase 1 (Year 2035): 400 multi-family units, clubhouse, and 11 A-10a lots. The makai Project Driveway along Waikoloa Road and the Project Driveway along Pua Melia Street will be constructed. • Phase 2 (Year 2038): 100 family agricultural lots • Phase 3 (Year 2045): 175 family agricultural lots. The mauka Project Driveway along Waikoloa Road will be constructed. The site is currently vacant and zoned Open and RA-1a (Residential and Agricultural District with minimum building site area of 1 acre). The State Land Use is Agricultural. It is our understanding that the Project will require a State Land Use Boundary Amendment for the proposed multi- family/clubhouse lot. However, due to the size of the lot, the boundary amendment will be handled by the County of Hawaii and not the State Land Use Commission (LUC). The Project will also be pursuing zoning changes to FA-1a (Family Agricultural District with minimum building site area of 1 acre) for the family agricultural lots and A-10a lots for a food hub (e.g., farmer’s market and/or 2 hydroponic grow operations) and renewable energy development as well as to CV (Village Commercial District) for the multi-family units and clubhouse. See Figure 1.1 for the Project location. See Figure 1.2 for the Project site plan. 1.2 Study Methodology This study will address the following: • Existing traffic operating conditions at key intersections within the study area. • Traffic projections for Base Years 2035, 2038 and 2045 (without the Project), including traffic generated by ambient growth rates and other known developments in the vicinity of the Project. These other known developments are projects that are currently under construction or known new/future developments that are anticipated to affect traffic demand and operations within the study area. These study years were selected to align with the Hawaii County Code Section 25-2-46 Concurrency Requirements, which requires the TIAR to evaluate future growth in traffic for a minimum of five (5), 10, and 20 years. Because the Project is not anticipated to begin construction until 2035, the TIAR evaluates benchmark, 2038) , which follows the anticipated construction phasing. • Trip generation and traffic assignment characteristics for the proposed Project. • Traffic projections for Future Years 2035, 2038 and 2045 (with the Project), which includes Base Year traffic volumes in addition to traffic volumes generated by the Project. • Recommendations for Future Year roadway improvements or other mitigative measures, as appropriate, to reduce or eliminate the adverse impacts resulting from traffic generated by known developments in the region or the Project. 1.3 Analysis Methodology Level of Service (LOS) is a qualitative measure used to describe the conditions of traffic flow at intersections, with values ranging from free-flow conditions at LOS A to congested conditions at LOS F. The Highway Capacity Manual (HCM), 7th Edition, includes methods for calculating volume to capacity ratios, delays, and corresponding Levels of Service that were utilized in this study. LOS definitions for signalized and unsignalized intersections are provided in Appendix A. Analyses for the signalized and stop-controlled study intersections were performed using the traffic analysis software Synchro, which is able to prepare reports based on the methodologies described in the HCM. These reports contain control delay results as based on intersection lane geometry, signal timing, and hourly traffic volumes. Based on the vehicular delay at each intersection, an LOS is assigned to each approach and intersection movement as a qualitative measure of performance. These results, as confirmed or refined by field observations, constitute the technical analysis that will form the basis of the recommendations outlined in this report. Analyses for roundabout intersections were performed using Sidra, an alternative analysis method to the HCM for analyzing roundabouts. Compared to the HCM methodology, Sidra also accounts for specific roundabout geometries that may impact roundabout operations, such as approach width and angle. Similar to Synchro, Sidra reports vehicular delays and associated LOS values as a qualitative measure of performance. PANIOLO AVE. PUA MELIA ST. WAIKOLOA RD. QUE E N K A A H U M A N U H W Y . WAIKOLOA R D . WAIKOLOA BEACH DR. D A N I E L K . I N O U Y E H W Y . S A D D L E R D . MA M A L A H O A H W Y . HOK U L O A U C C N NOT TO SCALE WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors LOCATION MAPFIGURE 1.1 NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. STUDY INTERSECTIONS 1 2 3 WAIKOLOA RD & PUA MELIA ST WEST LOCATION MAP ISLAND OF HAWAI`I N NOT TO SCALE UPOLU PT. HONOKAA LAUPAHOEHOE HILO KUMUKAHI PT KALAPANA HONUAPO KA LAE PT. KEAHOLE PT. KAILUA KAILUA HAWAII NATIONAL PARK PAHALA KEAAU WAIMEA KAWAIHAE PAHOA NORTH KOHALA SOUTH KOHALA NORTH KONA HAMAKUA NORTH HILO SOUTH HILO PUNA KA'U SOUTH KONA HAWI PROJECT LOCATION 4 WAIKOLOA RD. & WAIKOLOA PLAZA RD 1 2 4 WAIKOLOA RD & PANIOLO AVE & PUA MELIA ST EAST 5PROJECT SITE QUEEN KAAHUMANU HWY & WAIKOLOA RD 3 MAMALAHOA HWY & DANIEL K. INOUYE HWY 5 6 MAMALAHOA HWY & WAIKOLOA RD 3 6 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors SITE PLANFIGURE 1.2 N NOT TO SCALE NOTE: SITE PLAN OBTAINED FROM LANE PLANNING HAWAII LLC. THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. 5 2. EXISTING CONDITIONS 2.1 Roadway System The following are brief descriptions of the existing roadways in the vicinity of the Project at the time of observations: Queen Kaahumanu Highway (Route 19) – is generally a north-south, two-way, two-lane, undivided major State highway in the vicinity of the Project. Queen Kaahumanu Highway begins in Kawaihae at its intersection with Akoni Pule Highway and Kawaihae Road and travels south through Kailua-Kona before terminating at its intersection with Henry Street. The roadway continues further south of the intersection as Hawaii Belt Road (Route 11) before turning into Mamalahoa Highway at its intersection with Hualalai Road. Between Kealakehe Parkway and Henry Street, Queen Kaahumanu Highway is a four-lane roadway. In the vicinity of the Project, the roadway has a posted speed limit of 45 miles per hour. Mamalahoa Highway (Highway 190) – is generally a north-south, two-way, two-lane, undivided State roadway in the vicinity of the Project. Mamalahoa Highway begins in Waimea as a continuation of Hawaii Belt Road at its intersection with Kawaihae Road and travels southwest before transitioning into Palani Road in the vicinity of Queen Kaahumanu Highway in Kailua-Kona. Mamalahoa Highway is one (1) of the two (2) main thoroughfares between the Kohala and Kona regions. In the vicinity of the Project, the roadway has a posted speed limit of 50 mph. Daniel K. Inouye (DKI) Highway (Route 200) – is generally an east-west, two way, three-lane, undivided State roadway in the vicinity of the Project. Daniel K. Inouye Highway begins to the west at its intersection with Mamalahoa Highway and travels east where it transitions to Saddle Road, which eventually connects to Hilo. In the vicinity of the Project, the roadway has a posted speed limit of 60 mph. Waikoloa Road – is generally an east-west, two-way, two-lane, undivided County roadway in the vicinity of the Project. The roadway begins to the east at its intersection with Mamalahoa Highway and terminates to the west at its intersection with Queen Kaahumanu Highway where it transitions into Waikoloa Beach Drive. The roadway has a posted speed limit of 35 mph near Waikoloa Village and a posted speed limit of 45 mph to the east and west of the village. The speed limit is reduced further to 25 mph in the immediate vicinity of the Paniolo Avenue/Pua Melia Street intersection. Speed humps are also provided on either side of the intersection to assist with speed reduction. Waikoloa Beach Road – is a two-way, two-lane, divided private roadway. The roadway loops through the Waikoloa Beach Resort area, beginning and ending at Queen Kaahumanu Highway with signalized intersections. The northmost approach to Queen Kaahumanu Highway is located across from Waikoloa Road. The roadway has a posted speed limit of 25 mph. Paniolo Avenue – is generally a north-south, two-way, four-lane, undivided County roadway in the vicinity of the Project. Paniolo Avenue begins to the south at its intersection with Waikoloa Road and Pua Melia Street and travels north through Waikoloa Village before terminating just beyond Kamakoa Drive. The roadway has a posted speed limit of 25 mph. Pua Melia Street – is a two-way, two-lane, undivided County roadway. Pua Melia Street forms a loop along the southern side of Waikoloa Road with approaches across from Paniolo Avenue and the Paniolo Greens driveway. The roadway has a posted speed limit of 25 mph. Vehicles were 6 observed to park along both sides of Pua Melia Street, primarily in the vicinity of the adjacent housing developments. 2.2 Pedestrian Facilities In the vicinity of the Project, the majority of land is undeveloped outside of Waikoloa Village and the Waikoloa Beach Resort area. Due to the distance between developed areas, walking is generally not a feasible mode of transportation, and pedestrian facilities are not provided along the major roadways. However, sidewalks are provided along select roadways within Waikoloa Village and the Waikoloa Beach Resort area. Marked crosswalks are provided at the signalized Queen Kaahumanu Highway/Waikoloa Road/Waikoloa Beach Drive and unsignalized Waikoloa Road/Paniolo Avenue/Pua Melia Street intersections. A Rectangular Rapid Flashing Beacon (RRFB) is provided crossing Waikoloa Road on the west leg of the Waikoloa Road/Paniolo Avenue/Pua Melia Street intersection. The existing pedestrian facilities in the study area are shown in Figure 2.1. 2.3 Bicycle Facilities Bicycle lanes are currently provided along Waikoloa Road between Queen Kaahumanu Highway and Waikoloa Dry Reserve and also between Paniolo Avenue to Mamalahoa Highway. Bicyclists in the study area were generally observed to travel within the roadway shoulders. The Bike Plan Hawaii Refresh was published in 2022 by the Hawaii Department of Transportation (HDOT) and identifies bicycle facilities that are proposed for future implementation. In the vicinity of the Project, the following bicycle facilities are identified: • Queen Kaahumanu Highway – A signed shared roadway is proposed between Kawaihae Road and Keahole Airport Road. • Mamalahoa Highway – A signed shared roadway is proposed between Lindsey Road and Hina Lani Street. • Daniel K. Inouye Highway – A signed shared roadway is proposed between Mamalahoa Highway and Hilo The existing bicycle facilities in the study area are shown in Figure 2.1. 2.4 Transit Facilities The Hele-On Bus is the public transport bus service provided by the County of Hawaii. Buses in the study area generally run Sunday to Monday with service hours varying by route. The majority of bus routes operate with only two (2) to six (6) round trips per day. Bus service is more frequent to the South Kohala Resort area. In the vicinity of the Project, bus service is provided by the following routes: • Route 1: Hilo to Kailua-Kona • Route 2: Blue Line – Hilo to Kailua-Kona via Daniel K. Inouye Highway • Route 75: North Kohala to Kailua-Kona via Waimea • Route 76: Green Line – Honokaa to Waimea to Kailua Kona 7 • Route 80: Hilo to South Kohala Resorts • Route 90: Pahala to South Kohala Resorts The existing transit facilities in the study area are shown in Figure 2.1. 2.5 Existing Traffic Volumes Turning movement traffic counts were conducted at the following study intersections on Wednesday, March 12, 2025 for the weekday morning (AM) and afternoon (PM) peak hours of traffic: 1. Queen Kaahumanu Highway/Waikoloa Road (signalized) 2. Waikoloa Road/Pua Melia Street West (unsignalized) 3. Waikoloa Road/Waikoloa Plaza Road (unsignalized) 4. Waikoloa Road/Paniolo Avenue/Pua Melia Street East (unsignalized) 5. Mamalahoa Highway/Waikoloa Road (unsignalized) 6. Mamalahoa Highway/Daniel K. Inouye Highway (unsignalized) Based on traffic count data, the AM and PM peak hours of traffic were determined to occur between 7:00 AM and 8:00 AM and between 3:15 PM to 4:15 PM, respectively. Traffic count data is provided in Appendix B. 2.6 Existing Traffic Conditions Analysis and Observations 2.6.1 Existing Observations Queen Kaahumanu Highway and Mamalahoa Highway provide regional connectivity between Kohala to the north and Kailua-Kona to the south. Mamalahoa Highway also serves vehicles heading to/from Hilo via Daniel K. Inouye Highway as well as Saddle Road. Traffic was generally observed to be heavier coming from Hilo during the AM peak hour and heavier traveling towards Hilo during the PM peak hour. During the AM peak, heavy queues were observed at the westbound left-turn from Waikoloa Road onto Queen Kaahumanu Highway, but these generally cleared within one cycle. Waikoloa Road is the primary access for the Waikoloa community and provides connectivity between Queen Kaahumanu Highway and Mamalahoa Highway. Traffic along Waikoloa Road was observed to be generally free flowing. However, notable queuing was observed at the unsignalized Waikoloa Road/Paniolo Avenue/Pua Melia Street intersection. During the AM peak hour, frequent platoons of five (5) to 10 vehicles were observed at the southbound right-turn from Paniolo Avenue, and queues of up to five (5) vehicles were observed for the southbound left-turn. During the PM peak hour, queues ranging from three (3) to eight (8) vehicles occurred at the southbound left-turn from Paniolo Avenue and at the eastbound left-turn from Waikoloa Road. 8 2.6.2 Existing Intersection Analysis Below are descriptions of the intersection operations during the AM and PM peak hours of traffic. [1] Queen Kaahumanu Highway/Waikoloa Road/Waikoloa Beach Drive All movements at this intersection operate at LOS D or better during both the AM and PM peak hours of traffic. Although left-turn volumes from Waikoloa Road are high during both peak hours, the movement benefits from protected-permissive left-turn phasing and generally lower volumes along the opposing Waikoloa Beach Drive approach. [2] Waikoloa Road/Pua Melia Street (West) All movements at this intersection operate at LOS D or better during both the AM and PM peak hours of traffic. [3] Waikoloa Road/Waikoloa Plaza Road All movements at this intersection operate at LOS C or better during both the AM and PM peak hours of traffic. [4] Waikoloa Road/Paniolo Avenue/Pua Melia Street As a result of the two-way stop-control operations at this intersection, the Paniolo Avenue and Pua Melia Street approaches can experience delays while waiting for a gap in traffic along Waikoloa Road. Although through movement volumes along Waikoloa Road are relatively low, the eastbound left-turn into Waikoloa Village is heavy, especially during the PM peak hour. As noted previously, queues were observed to form at the intersection. All movements operate at LOS D or better during the AM peak. However, the minor approaches operate at LOS F during the PM peak, with the southbound left-turn being overcapacity. [5] Mamalahoa Highway/Waikoloa Road All movements at this intersection operate at LOS C or better during both the AM and PM peak hours of traffic. Volumes at this intersection are relatively light resulting in adequate gaps in traffic for turns to be completed. [6] Mamalahoa Highway/Daniel K. Inouye Highway All movements at this intersection operate at LOS C or better during both the AM and PM peak hours of traffic. The channelization of turning movements and acceleration lanes help facilitate smooth operations. Figure 2.2 illustrates the existing lane configurations, volumes, and LOS at the study intersections. Table 2.1 shows a summary of the existing delay, v/c ratio, and LOS. LOS worksheets are included in Appendix C. WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors EXISTING PEDESTRIAN, BICYCLE, AND TRANSIT FACILITIESFIGURE 2.1 PROJECT SITE PANIOLO AVE. PUA MELIA ST. QUE E N K A A H U M A N U H W Y . WAIKOLOA RD. WAIKO L O A BEAC H D R . MAM A L A H O A H W Y . WAIKOLOA RD . ROUTE 1 ROUTE 2, 75, 80, 90 ROUTE 2, 75, 76 ROUTE 75, 76 ROUTE 75, 80, 90 ROUTE 80, 90 ROUTE 75, 76 LEGEND EXISTING TRANSIT ROUTE EXISTING BICYCLE LANE EXISTING TRANSIT STOP EXISTING SIDEWALK N NOT TO SCALE NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors N NOT TO SCALE FIGURE 2.2 EXISTING LANE CONFIGURATIONS, VOLUMES, AND LOS NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. DATE OF COUNTS: WEDNESDAY, MARCH 12, 2025 AM PEAK HOUR: 7:00 AM - 8:00 AM PM PEAK HOUR: 3:15 PM - 4:15 PM 1 B/C 13(14) 578(368) 6(2)A(A) ( 1 5 ) 1 5 ( 0 ) 1 (1 2 ) 1 7 (C ) B (12)5 (639)218 (18)8 (A)A 4( 5 ) 0 ( 1 ) 2 6 ( 1 5 ) C ( D ) 4(412)145 (228)64 (32)12 (A)A (7 ) 4 (3 8 ) 1 7 (1 3 ) 7 (F ) B (F ) D 88(10 2 ) 133( 9 1 ) 9(11) A(A) 43 3 ( 2 7 9 ) 13 ( 2 8 ) 13 8 ( 1 1 2 ) C(F * ) C(F ) B(B ) (169)15 1 (177)52 (C)B (B)A (83 ) 9 1 (12 6 ) 7 7 (A ) A 122 ( 1 1 0 ) 99( 1 3 6 ) 5 LEGEND - UNSIGNALIZED INTERSECTION XX ##(##) Y X/X - SIGNALIZED INTERSECTION Y, OVERALL AM/PM LOS - AM(PM) VEHICLE VOLUMES X(X)- AM(PM) LOS MA M A L A H O A H W Y . WAIK O L O A R D . WAIKOLOA RD. PU A M E L I A S T . PA N I O L O A V E . QUE E N K A ' A H U M A N U HWY . W A I K O L O A B E A C H D R . *DENOTES OVERCAPACITY CONDITIONS, V/C ≥ 1 2 (577)214 (67)22 583(317) 50(106) 54 ( 1 6 0 ) 28 ( 5 0 ) A(A) MA M A L A H O A H W Y . QUE E N K A ' A H U M A N U H W Y . B( C ) P U A M E L I A S T . (152)112 (184)70 105(146) 45(167) 86 ( 7 1 ) 14 1 ( 1 1 5 ) A(A) B( C ) 58(8 1 ) 303 ( 4 4 7 ) 74(1 9 9 ) C(C) B(B) ( 7 7 ) 3 6 ( 8 0 ) 2 0 ( 2 0 ) 2 4 ( D ) C ( C ) C (34) 2 2 (418 ) 2 6 3 (393 ) 1 1 5 (C)C (D)C 1 7 8 ( 9 6 ) 9 2 ( 5 1 ) 3 3 6 ( 2 1 7 ) B( C ) B( C ) (B)B B(B) WA I K O L O A P L A Z A R D . DA N I E L K . IN O U Y E HW Y . MAMALAHOA HWY . 6 3 A( B ) ( A ) A A ( A ) TABLE 2.1: LOS SUMMARY TABLE EXISTING CONDITIONS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd 32.2 0.47 C 40.8 0.56 D 21.6 0.72 C 25.0 0.81 C 16.5 0.10 B 18.5 0.31 B 21.0 0.13 C 28.2 0.28 C 23.0 0.14 C 35.4 0.59 D 0.0 0.00 A 0.0 0.00 A 15.1 0.58 B 24.1 0.58 C 15.0 0.19 B 25.4 0.17 C 0.0 0.00 A 0.0 0.00 A 32.0 0.70 C 34.5 0.80 C 19.5 0.69 B 16.2 0.62 B 14.7 0.05 B 11.6 0.06 B 19.3 -B 23.8 -C 2: Pua Melia St & Waikoloa Rd 17.3 0.10 C 26.7 0.12 D 8.9 0.01 A 8.2 0.01 A 8.0 0.01 A 9.5 0.00 A 14.8 0.09 B 15.1 0.08 C 1.2 --1.0 -- 3: Waikoloa Plaza Rd & Waikoloa Rd 12.2 0.06 B 16.0 0.14 C 9.3 0.07 A 12.6 0.27 B 7.9 0.04 A 9.6 0.13 A 1.3 --3.0 -- 4: Pua Melia St/Paniolo Ave & Waikoloa Rd 28.8 0.03 D 105.2 0.18 F 14.8 0.07 B 67.0 0.50 F 8.1 0.12 A 9.0 0.33 A 7.5 0.01 A 7.9 0.01 A 23.9 0.44 C >300 >2.00 F* 15.6 0.04 C 58.2 0.31 F 14.4 0.56 B 11.1 0.34 B 10.8 --74.1 -- 5: Mamalahoa Hwy & Waikoloa Rd 7.7 0.07 A 7.8 0.07 A 13.8 0.29 B 15.7 0.35 C 9.2 0.06 A 10.3 0.22 B 6.9 --7.4 -- 6: Mamalahoa Hwy & Daniel K. Inouye Hwy 11.3 0.21 B 15.1 0.26 C 7.5 0.03 A 7.9 0.13 A 4.8 --5.3 -- OVERALL EB RT NB LT EB LT OVERALL WB LT NB RT NB LT OVERALL SB LT/TH/RT WB LT EB LT NB LT/TH/RT SB RT OVERALL SB LT SB TH WB RT WB TH PM Intersection AM NB RT EB LT EB TH EB RT WB LT NB LT NB TH Existing Conditions NB LT NB TH/RT EB LT WB LT SB RT OVERALL SB LT SB TH WB LT/RT SB LT OVERALL 12 3. BASE YEAR TRAFFIC CONDITIONS The Hawaii County Code Concurrency Requirements states, “The TIAR shall include projections for future growth in traffic, for a minimum of five, ten and twenty years, and shall include other approved or proposed development that is expected to impact the project area, with reasonable assumptions about the build-out of such development.” This corresponds to Years 2030, 2035 and 2045. However, because the Project is not expected to be constructed until 2035, the TIAR evaluates 10, 13, and 20 years (i.e., the 5-year benchmark, 2030, is substituted for a 13-year benchmark, 2038), which follows the anticipated construction phasing. Thus, Years 2035, 2038, and 2045 were studied to reflect the completion years of the Project. Inclusion of other approved of and/or proposed developments is discussed in the following sections. 3.1 Background Projection Methodology The HDOT Travel Demand Forecasting Model (TDFM) provides traffic projections across the island of Hawaii up to Year 2035. The forecasting model uses population forecasts from the Hawaii County General Plan to distribute households and vehicular trips across predetermined Traffic Analysis Zones (TAZs) based on existing TAZ household distributions. Since the completion of the TDFM, several large projects have either stalled or have not been substantially completed in line with initial development plans. In addition, several known developments are not accounted for in the model since plans were not known at the time the TDFM was created. However, the model was assumed to generally provide reasonable growth resulting from developments outside of the immediate study area. Annual growth rates between 1.1%, 2.7%, and 0.6% were applied to Queen Kaahumanu Highway, Mamalahoa Highway, and Daniel K. Inouye Highway, respectively, to account for future growth along the roadways resulting from future population and development changes outside of the study area. Trips for known background developments in the immediate study area were generated independently and added to the study intersections based on the most recent available project plans as discussed in the following section. A growth rate was not directly applied to Waikoloa Road since increases in traffic along the roadway will be attributed to developments in Waikoloa Village as well as growth along Queen Kaahumanu Highway and Mamalahoa Highway. 3.2 Background Developments Due to the proximity to the Project, the following known developments in the study area were added to existing traffic data to reflect Base Year conditions. Note that the level of completion of background projects reflects the conditions when traffic count data was collected. 1. Nana Kai – Nana Kai is a proposed to ultimately provide 1,750 homes at the northern end of Waikoloa Village. Phase 1 of the project, which includes 78 single-family residences, is currently under construction with completion expected by the end of 2025. Plans for the remainder of the project are not known at this time; however, the development is expected to include a village center, neighborhood pools and parks, and a trail network. The developer of Nana Kai is currently funding the construction of a second emergency access road from Waikoloa Village to Queen Kaahumanu Highway. Ultimately, this emergency access road is expected to be upgraded to a full access as Nana Kai is further developed. For the purposes of this study, the full Nana Kai development was assumed to be completed by 2045. 13 2. Kamakoa Nui – Kamakoa Nui is a proposed County affordable housing project located at the northwest corner of Waikoloa Village. The development is ultimately expected to include a mix of 1,250 single family and multi-family residential units. The first phase of the project will include 668 units. Construction of Kamakoa Nui has not commenced at this time and a timeline for the project is currently unknown given funding limitations. However, funding has been secured to construct the main loop road through the development, which is expected to pave the way for the residential development to begin. For the purposes of this study, Phase 1 was expected to be completed by 2045 with some units completed as early as 2035. 3. Waikoloa Public Library – The Waikoloa Public Library is proposed for construction to the west of Kamakoa Nui Park. The project proposes to include a 12,000 square-foot library and a 3,000 square-foot early learning center. A Final Environmental Assessment (FEA) was completed for the development in May 2024, which projected construction would begin in 2026 and reach completion by the end of 2028. Because the library and early learning center are expected to primarily serve residents within Waikoloa Village, minimal traffic impacts are anticipated at the study intersections, and the project was not added to background traffic projections. 4. Na Hale Makoa – Na Hale Makoa is a 140-unit affordable workforce rental development located at the northern end of Waikoloa Village just south of Kamakoa Nui Park. The project will include 15 two-story buildings and a community center. Completion of the project is expected to occur by 2035. 5. Kilohana Kai Phase 2 – Kilohana Kai Phase 2 is located on the north end of Waikoloa Village south of the proposed Nana Kai development. The development initially included approximately 153 lots for sale. Single-family homes have been constructed on approximately 110 of the lots. This study assumes that homes will be constructed on the remaining lots by 2035. 6. Sunset Ridge – Sunset Ridge is located on the western edge of Waikoloa Village with access provided via Hulu Street from Paniolo Avenue. Phase 7, which contains 10 lots, is the final phase of development. At the time of this study, the lots were in various stages of development. The remaining homes within Sunset Ridge are expected to be constructed and occupied by 2035. 7. Waikoloa Plaza – Waikoloa Plaza is a proposed mixed-use development generally bound by Waikoloa Road and Pua Melia Street. At full build-out the project is expected to include approximately 202,000 square feet of commercial, 387 multi-family residential units, and two (2) hotels. Approximately 70,000 square feet of commercial is currently occupied and open for business. In addition, 66 residential units are assumed to be currently occupied. By 2030, the remainder of the first phase of commercial development (approximately 55,000 square feet) as well as 135 residential units currently under construction are expected to be completed and occupied. The remainder of the development is expected to be completed by 2035. 8. Lulana Gardens – Lulana Gardens is a 385-unit affordable housing development within the larger Aina Lea master planned development. The Aina Lea development has undergone several legal battles in the past decade after the developer encountered financial issues and the State Land Use was reverted from Urban back to Agricultural. Construction of Lulana Gardens was initially started but stopped around 2012 due to bankruptcy/legal proceedings surrounding the larger development. It is our understanding that the County has agreements in place to guarantee the current and/or future landowners of the Lulana Gardens parcels complete the 385 units of affordable housing. 14 Because the timeline of the project is largely unknown at this time, it was assumed that Lulana Gardens would not be completed until 2045. The remainder of Aina Lea was not included in background traffic projections. 9. Nohea at Mauna Lani – Nohea at Mauna Lani is a proposed resort development including single family and duplex homes. Phase 1 will include 30 single family homes and Phase 2 will include 80 duplex units upon completion. Homes have already been completed in Phase 1 while sitework and infrastructure has been completed for Phase 2. For the purposes of this study, all homes were assumed to be completed by 2035. 10. One Ocean at Mauna Lani – One Ocean is located along the southern edge of the Mauna Lani Resort. The development is currently under construction with a total of 59 estate homes expected upon completion. At the time of this study, a portion of the homes have been constructed. Although the development has been slow-moving with construction commencing in the early 2000’s, the remaining homes were assumed to be constructed and occupied by 2035. 11. Ainamalu – At full build-out, Ainamalu proposes to develop 351 single family homes and 60 condominiums within a 231-acre gate community adjacent to the Waikoloa Beach Resort. Currently, Phase 1, consisting of 40 single family homes, has been completed. Phase 2 and 3, consisting of a total of 68 single family homes, are fully entitled and construction ready. The 60 condominiums, which were initially part of Phase 1, are also fully entitled and construction ready. Phase 4, consisting of 87 single family homes is partially entitled. For the purposes of this study, the fully entitled portions of the project and the partially entitled portion are expected to be completed by 2035. The remainder of the project was assumed to be completed by 2045. 12. Hoomalu at Waikoloa – Hoomalu at Waikoloa is a 229-unit affordable workforce rental development located within the Waikoloa Beach Resort area. The development will include 11 townhouses and a community center and will primarily cater towards employees within the resort area. The project is expected to be completed by 2035. 13. Waikoloa Quarry and Baseyard – The Waikoloa Quarry and Baseyard currently operate under a special permit with a operation permitted to a maximum Year 2043. An EIS has been prepared with the ultimate goal of changing County zoning from agricultural to heavy industrial as well as State zoning from agriculture to urban to continue operations without the need for a future special permit extension or amendment. It is our understanding that changes to the Project operations are not expected with the proposed zoning changes. However, to be conservative the TIAR dated December 2024 assumed a small increase in trips to/from the quarry and baseyard. 14. Waikoloa Village Center – Based on information provided by Hawaii County Planning Department, Waikoloa Village Center proposes to develop roughly 788 residential units and 535,460 SF of commercial-industrial uses. The project will span five (5) parcels located south of Waikoloa Road and west of Pua Melia Street. A new roadway connection to Waikoloa Road is proposed opposite Ehu Kai Loop, which will provide access to the commercial-industrial uses and part of the residential units. The remaining residential units were assumed to be accessible via Pua Melia Street. The residential units have been approved while the commercial-industrial uses are still under review. For the purposes of this study, both the residential units and commercial-industrial developments were assumed to be completed by 2035. 15. Castle & Cooke Waikoloa – Based on information provided by Hawaii County Planning Department, Castle & Cooke Waikoloa is expected to develop 700-800 residential units 15 under Planned Unit Development (PUD) 72. The project site is located north of Waikoloa Road and west of The Village Course at Waikoloa. Access was assumed to be provided via Uluwehi Street and Kilakila Street. Because the timeline of the project is largely unknown at this time, this study assumes Castle & Cooke Waikoloa would not be completed until 2045. The above background projects are in various stages in the approval and development process. Although included in this study, not all projects may be approved as a whole or in part of what has been assumed and may not necessarily begin construction once approved. Therefore, the background project assumptions are considered conservative. As a standard of practice, TIARs are required to take into account all known projects planned which could affect traffic operations at the study intersections. However, from historical statewide projections and analyses, traffic growth used in TIARs are generally highly conservative when compared to realized traffic growth. The background projects are shown in Figure 3.1. N NOT TO SCALE WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors BACKGROUND DEVELOPMENTSFIGURE 3.1 NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. PROJECT SITE PANIOLO AVE. PUA MELIA ST. QUE E N K A A H U M A N U H W Y . WAIKOLOA RD. WAI K O L O A BEA C H D R . MAM A L A H O A H W Y . WAIKOLOA RD. 4 1 2 3 5 6 7 8 11 9 10 12 BACKGROUND DEVELOPMENTS 1 2 3 NA HALE MAKOA WAIKOLOA PUBLIC LIBRARY NANA KAI 4 KILOHANA KAI PHASE 25 KAMAKOA NUI SUNSET RIDGE6 7 8 NOHEA AT MAUNA LANI LULANA GARDENS 9 ONE OCEAN AT MAUNA LANI10 WAIKOLOA PLAZA AINAMALU11 HOOMALU AT WAIKOLOA12 13 WAIKOLOA QUARRY & BASEYARD13 WAIKOLOA VILLAGE CENTER14 CASTLE & COOKE WAIKOLOA15 15 14 17 3.2.1 Trip Generation The Institute of Transportation Engineers (ITE) publishes a book based on empirical data compiled from a body of more than 4,250 trip generation studies submitted by public agencies, developers, consulting firms, and associations. This publication, titled Trip Generation, 11th Edition, provides trip rates and/or formulae based on graphs that correlate vehicular trips with independent variables. The independent variables can range from Dwelling Units (DU) for single- family attached homes to Gross Floor Area (GFA) for commercial or office development. Trip generation for the above background projects were manually generated using trip generation rates contained in the Trip Generation, 11th Edition. TIARs for the above background developments were generally not available for specific development assumptions. 3.2.2 Trip Reductions Due to the proposed land uses of some of the projects, trip reductions as described below were applied to specific projects to more accurately reflect the projections. 3.2.2.1 Internal Capture The various background projects included in the without Project scenarios traffic projections propose to develop several different land uses that interact to create vehicle trips that can be considered internal to their respective developments. Calculation of internal trip capture rates was done using the ITE Trip Generation Handbook, 3rd Edition. 3.2.2.2 Pass-by/Diverted Trip Reduction Pass-by and diverted trip reductions were applied to the various developments where applicable. These developments are proposed to be located along major arterials and, as a result, a percentage of existing users are expected to take short detours into the various project sites on their way to their destinations. Estimations for pass-by and diverted trip reductions were based upon information within the ITE Trip Generation Handbook, 3rd Edition. As a conservative measure, pass-by/diverted trip reductions were capped at 20% for all land uses. 3.2.2.3 Regional Capture Due to the nature of the Waikoloa area and the proximity of the known background projects to one another, a regional capture rate was applied to the Waikoloa Village and Waikoloa Beach Resort area. A regional capture assumes that trips either produced or attracted by a specific background project will remain internal to the region and will likely travel from one project to another. The purpose of regional capture is to reduce double counting once a trip leaves its origin project (production) and when it arrives at its destination project (attraction). The regional capture was applied between future commercial uses within Waikoloa Plaza and planned residential in the area. 3.2.3 Trip Distribution & Assignment Trips generated by the background developments were assigned throughout the study area generally based upon previous traffic studies and/or existing traffic patterns. 3.3 Planned Roadway Improvements The following roadway projects within the vicinity of the Project were assumed to be completed as part of the Base Year roadway conditions: 18 • Waikoloa Road/Paniolo Avenue Roundabout – The County is currently proposing to construct a two-lane roundabout at the existing two-way stop-controlled intersection. The roundabout is expected to include pedestrian safety beacons and splitter islands at each crosswalk location. A Final Environmental Assessment (FEA) for the project was published in December 2024. Per the FEA, construction of the roundabout is expected to take 18 months to complete. Construction of the roundabout was assumed to be completed by 2035. • Waikoloa Village Second Access – As noted in Section 3.1.1, the Nana Kai development is currently funding the construction of a second emergency access from Waikoloa Village to Queen Kaahumanu Highway. Eventually, this emergency access is expected to be upgraded to provide a second full access to/from Waikoloa Village. Although there are no set plans for when this second full access will be completed, it was assumed that it would be constructed when the Nana Kai development is substantially completed. For the purposes of this study, the second access was assumed to be constructed by 2045 based on the assumption that Nana Kai would be fully developed. The final alignment of the roadway is not known at this time. • Daniel K. Inouye Highway Extension – The Daniel K. Inouye Highway Extension proposes to extend the roadway from its existing terminus at Mamalahoa Highway to Queen Kaahumanu Highway. The extension will provide vehicles traveling between the east and west sides of the island with an alternate route to Waikoloa Road. In addition, the extension may provide a connection to Waikoloa Road, which would provide an additional evacuation route for Waikoloa Village to Queen Kaahumanu Highway. A Draft Environmental Impact Statement (DEIS) for the extension was published in 2017, but then this roadway project was put on hold in 2021. It was reported that a new Environmental Impact Statement (EIS) for the extension is expected to be funded in the 2024-2025 fiscal year1. In addition, the 2025-2028 Statewide Transportation Improvement Program (STIP) Revision #3 Draft proposes to add the Daniel K. Inouye Highway Extension project with construction beginning in year 2029. The STIP Revision #3 proposes a grade-separate intersection at the Mamalahoa Highway/ Daniel K. Inouye Highway intersection. The new EIS will determine an appropriate intersection design (e.g., traffic signal, roundabout, grade-separated intersection, etc.). For the purposes of this study and to be conservative, the Daniel K. Inouye Highway Extension with an at-grade Mamalahoa Highway/ Daniel K. Inouye Highway intersection was assumed to be constructed by 2035. 3.4 Base Year Analysis Intersection operations as a result of background projects and roadway developments assumed by each Base Year were analyzed. As described in Section 3.2, several projects that are currently stalled were assumed to be completed; however, the projected growth may not materialize if background projects are not constructed. Therefore, the projections and analysis for Base Year conditions are considered to be conservative. 1 The Garden Island, “$3M allocated for Daniel K. Inouye Highway extension”, May 5, 2024. 19 3.4.1 Base Year 2035 Conditions By Year 2035, volumes throughout the study area are expected to increase by roughly 55-60% over existing conditions. The following intersections are forecast to worsen compared to Existing conditions: [1] Queen Kaahumanu Highway/Waikoloa Road/Waikoloa Beach Drive During the AM peak hour, all movements are expected to operate at LOS D or better. During the PM peak hour, the eastbound through, southbound left-turn, and northbound left-turn movements are anticipated to operate at LOS E/F. However, all movements are projected to remain under capacity. Overall, the intersection is expected to operate at LOS C(D) during the AM(PM) peak hours. [2] Waikoloa Road/Pua Melia Street (West) During the AM and PM peak hours, the northbound approach is expected to operate at LOS E and LOS F, respectively. However, all movements are projected to remain under capacity. As traffic increases along Waikoloa Road due to surrounding developments, vehicles may have a harder time finding gaps in traffic to complete turns from Pua Melia Street. [4] Waikoloa Road/Paniolo Avenue/Pua Melia Street As stated in Section 3.3, the Waikoloa Road/Paniolo Avenue roundabout is anticipated to be completed by 2035. Operations at this intersection are expected to improve with the proposed two-lane roundabout. Upon implementation, the intersection is projected to operate at LOS B or better for both AM and PM traffic peaks. [5] Mamalahoa Highway/Waikoloa Road During the PM peak, the eastbound left-turn is expected to operate at LOS F, but under capacity. Although turning volumes to/from Waikoloa Road are reduced with the Daniel K. Inouye Extension, volumes along Mamalahoa Highway are expected to proportionally increase. [6] Mamalahoa Highway/Daniel K. Inouye Highway As mentioned above, to be conservative an at-grade Mamalahoa Highway/ Daniel K. Inouye Highway intersection was assumed once the Daniel K. Inouye Highway Extension is constructed. The 2017 DEIS for the Daniel K. Inouye Highway Extension assumed dedicated turn lanes and signalization, when warranted. Based on a preliminary Federal Highway Administration (FHWA) Manual on Uniform Traffic Control Devices (MUTCD), Warrant 2, Four-Hour Vehicular Volume traffic signal warrant, a traffic signal is expected to be met under Base Year 2035 conditions. Thus, this intersection was evaluated with a traffic signal with dedicated left-turn lanes and right- turn channelization are assumed for all approaches. Under these conditions all movements are expected to operate at LOS C or better during the AM and PM peak hours. Preliminary signal warrants are included in Appendix D. Figure 3.2 illustrates the Base Year 2035 lane configurations, volumes, and LOS at the study intersections. See Table 3.1 for a summary of the Base Year 2035 delay, v/c ratio, and LOS. LOS worksheets are included in Appendix C. 20 3.4.2 Base Year 2038 Conditions By Base Year 2038, volumes throughout the study area are expected to increase by roughly 2% over Base Year 2035 projections. The following intersections are forecast to worsen compared to Base Year 2035 conditions: 1] Queen Kaahumanu Highway/Waikoloa Road/Waikoloa Beach Drive During the PM peak hour, the northbound through is expected to worsen to LOS E. However, all movements are projected to remain under capacity. [5] Mamalahoa Highway/Waikoloa Road The eastbound left-turn is expected to operate overcapacity during the PM peak hour. As traffic increases along Waikoloa Road and Mamalahoa Highway due to surrounding developments, vehicles may have a harder time finding gaps in traffic to complete turns from Waikoloa Road. Constructing an eastbound left-turn acceleration lane or traffic signal (if warranted) could help to improve operations for the eastbound left-turn. However, since there are no current plans to provide an eastbound left-turn acceleration lane or traffic signal, no mitigation was assumed under Base Year 2038. Figure 3.3 illustrates the Base Year 2038 lane configurations, volumes, and LOS at the study intersections. See Table 3.2 for a summary of the Base Year 2038 delay, v/c ratio, and LOS. LOS worksheets are included in Appendix C. 3.4.3 Base Year 2045 Conditions By Base Year 2045, traffic in the region is anticipated to increase over Base Year 2038 by approximately 8-12%. With the proposed Waikoloa Village Second Access, major reroutes to traffic are expected to occur, reducing overall volumes along Waikoloa Road. The following intersections are forecast to worsen compared to Base Year 2038 conditions: [1] Queen Kaahumanu Highway/Waikoloa Road/Waikoloa Beach Drive With the proposed Waikoloa Village Second Access, volumes traveling along Queen Kaahumanu Highway north of Waikoloa Road are anticipated to increase. During the AM and/or PM peak hours, the left-turn and through movements on each approach are expected to operate at LOS E/F and/or overcapacity. Overall, the intersection is anticipated to operate at LOS E(F) during the AM(PM) peak hours. Widening Queen Kaahumanu Highway from two (2) lanes to four (4) lanes from Keahole Airport Road to Kawaihae Road was previously identified as a future improvement need in the Hawaii Long-Range Land Transportation Plan, published by HDOT in May 1998. However, in the more recent Federal-Aid Highways 2035 Transportation Plan for the District of Hawaii, published by HDOT in July 2014, the widening was not included as a priority project. However, the report does note future overcapacity conditions along Queen Kaahumanu Highway in the vicinity of Waikoloa Road by the report’s 2035 study year. Because there are no current plans to widen Queen Kaahumanu Highway in the vicinity of Waikoloa Road, no mitigation was assumed under Base Year 2045 conditions. Ultimately, the need for mitigation and the timeline for any improvements will be dependent on the progress of the developments noted in Section 3.2. Widening of the highway through the Waikoloa area will 21 also be dependent on HDOT’s future plans for Queen Kaahumanu Highway since widening only a portion of the highway may not be as beneficial due to the creation of new bottlenecks. [5] Mamalahoa Highway/Waikoloa Road The eastbound left-turn is expected to operate at LOS F and overcapacity during the AM and PM peak hours. As traffic increases along Waikoloa Road and Mamalahoa Highway due to surrounding developments, vehicles may have a harder time finding gaps in traffic to complete turns from Waikoloa Road. Based on a preliminary FHWA MUTCD, Warrant 2, Four-Hour Vehicular Volume traffic signal warrant, a traffic signal is expected to be met under Base Year 2045 conditions. However, since there are no current plans to provide an eastbound left-turn acceleration lane or traffic signal, no mitigation was assumed under Base Year 2045. Preliminary signal warrants are included in Appendix D. Figure 3.4 illustrates the Base Year 2045 lane configurations, volumes, and LOS at the study intersections. See Table 3.3 for a summary of the Base Year 2045 delay, v/c ratio, and LOS. LOS worksheets are included in Appendix C. NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 3.2 1 4 5 6 X ##(##) Y X/X X(X) LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y, OVERALL AM/PM LOS - AM(PM) VEHICLE VOLUMES -AM(PM) LOS 2 3QUEEN KAAHUMANU HWY/WAIKOLOA RD WAIKOLOA RD QU E E N KA A H U M A N U HW Y WAIKOLOA BEACH DR WAIKOLOA RD/PUA MELIA ST (W.) PU A M E L I A S T WAIKOLOA RD/WAIKOLOA PLAZA WA I K O L O A PL A Z A R D MAMALAHOA HWY/DANIEL K. INOUYE HWY DANIEL K. INOUYE HWY MAMALAHOA HWY/WAIKOLOA RD MA M A L A H O A H W Y WAIKOLOA RD WAIKOLOA RD/PANIOLO AVE PU A M E L I A S T PA N I O L O A V E (90)44 (156)42 (23)29 (12)5 (850)257 (94)28 (702)209 (222)91 (64)29 (3 9 ) 2 5 (5 5 4 ) 4 2 7 (5 2 3 ) 1 4 6 (3 6 ) 1 0 0 (2 ) 0 (2 8 ) 2 6 (1 3 ) 1 0 (9 9 ) 4 8 (3 8 ) 2 8 66 ( 9 3 ) 40 9 ( 6 6 0 ) 89 ( 2 6 8 ) 17 ( 1 2 ) 2( 0 ) 15 ( 1 5 ) 68 9 ( 4 2 6 ) 38 ( 7 1 ) 22 0 ( 1 7 1 ) 263(123) 183(97) 488(282) 13(14) 801(459) 28(9) 127(174) 153(115) 28(39) WAIKOLOA RD WAIKOLOA RD WAIKOLOA RD MA M A L A H O A HW Y (9 6 ) 6 7 (3 1 0 ) 1 3 2 (743)244 (135)53 789(369) 126(231) (1 7 6 ) 1 5 8 (3 2 2 ) 1 8 5 13 3 ( 1 4 1 ) 26 1 ( 2 8 3 ) (180)179 (244)154 (F ) D (D ) C (C ) C (D)D (E)D C(D) C(D) D( E ) C( C ) B( B ) 1 C/D (F ) E (A)A A(B) C( C ) (D ) C (C ) B A(B) (B)B A( A ) (A ) A (F)E (B)B C( C ) BY 2035 LANE CONFIGURATION, VOLUMES, AND LOS (A ) A (A ) A (A)A A(A) A(A) A(A) A( A ) (153)79 (232)95 (97)48 (8 2 ) 8 8 (2 5 8 ) 1 8 4 (1 5 0 ) 2 6 12 9 ( 9 5 ) 20 8 ( 2 3 7 ) 77 ( 1 9 5 ) 110(101) 178(114) 115(71) (C ) C (C)C (C)B (B)B C(C) B(C) ROUNDABOUT (A)A A(A) 6 (A ) A (C ) B B( B ) A( A ) C/C TABLE 3.1: LOS SUMMARY TABLE EXISTING CONDITIONS AND BASE YEAR 2035 HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd 32.2 0.47 C 40.8 0.56 D 49.0 0.54 D 82.9 0.77 F 21.6 0.72 C 25.0 0.81 C 30.7 0.85 C 51.1 0.91 D 16.5 0.10 B 18.5 0.31 B 20.7 0.12 C 31.6 0.47 C 21.0 0.13 C 28.2 0.28 C 35.6 0.22 D 48.2 0.33 D 23.0 0.14 C 35.4 0.59 D 40.5 0.41 D 65.3 0.82 E 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 15.1 0.58 B 24.1 0.58 C 28.5 0.80 C 49.1 0.82 D 15.0 0.19 B 25.4 0.17 C 21.7 0.32 C 43.1 0.26 D 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 32.0 0.70 C 34.5 0.80 C 47.5 0.76 D 73.3 0.91 E 19.5 0.69 B 16.2 0.62 B 24.3 0.69 C 26.9 0.75 C 14.7 0.05 B 11.6 0.06 B 17.7 0.05 B 15.1 0.07 B 19.3 -B 23.8 -C 28.7 -C 45.2 -D 2: Pua Melia St & Waikoloa Rd 17.3 0.10 C 26.7 0.12 D 43.9 0.61 E 68.3 0.58 F 8.9 0.01 A 8.2 0.01 A 9.8 0.01 A 8.5 0.01 A 8.0 0.01 A 9.5 0.00 A 8.2 0.03 A 11.1 0.02 B 14.8 0.09 B 15.1 0.08 C 22.1 0.15 C 20.6 0.11 C 1.2 --1.0 --5.1 --3.4 -- 3: Waikoloa Plaza Rd & Waikoloa Rd 12.2 0.06 B 16.0 0.14 C 17.3 0.20 C 34.2 0.46 D 9.3 0.07 A 12.6 0.27 B 10.1 0.17 B 22.5 0.63 C 7.9 0.04 A 9.6 0.13 A 8.3 0.11 A 12.7 0.35 B 1.3 --3.0 --2.5 --7.0 -- 4: Pua Melia St/Paniolo Ave & Waikoloa Rd ROUNDABOUT 28.8 0.03 D 105.2 0.18 F 5.8 0.11 A 7.4 0.27 A 14.8 0.07 B 67.0 0.50 F 2.1 0.02 A 2.0 0.03 A 8.1 0.12 A 9.0 0.33 A 10.2 0.21 B 11.5 0.58 B 7.0 0.21 A 8.8 0.58 A 7.5 0.01 A 7.9 0.01 A 6.9 0.09 A 9.7 0.13 A 5.2 0.09 A 7.2 0.13 A 3.7 0.09 A 4.2 0.11 A 23.9 0.44 C >300 >2.00 F* 15.6 0.04 C 58.2 0.31 F 7.3 0.41 A 5.6 0.31 A 14.4 0.56 B 11.1 0.34 B 7.2 0.80 A 3.5 0.50 A 10.8 --74.1 --7.0 -A 7.4 -A 5: Mamalahoa Hwy & Waikoloa Rd 7.7 0.07 A 7.8 0.07 A 8.4 0.14 A 8.6 0.16 A 13.8 0.29 B 15.7 0.35 C 38.5 0.66 E 87.4 0.91 F 9.2 0.06 A 10.3 0.22 B 11.4 0.23 B 13.2 0.38 B 6.9 --7.4 --10.7 --17.0 -- 6: Mamalahoa Hwy & Daniel K. Inouye Hwy SIGNALIZED & DKI EXTENSION 25.5 0.69 C 33.6 0.74 C 17.6 0.57 B 23.7 0.75 C 0.0 0.00 A 0.0 0.00 A 25.1 0.65 C 29.4 0.78 C 17.9 0.38 B 23.9 0.73 C 16.2 0.03 B 18.5 0.06 B 26.5 0.76 C 32.4 0.69 C 19.4 0.64 B 24.0 0.52 C 11.3 0.21 B 15.1 0.26 C 7.5 0.03 A 7.9 0.13 A 25.0 0.65 C 27.7 0.79 C 18.8 0.66 B 17.1 0.49 B 0.0 0.00 A 0.0 0.00 A 4.8 --5.3 --21.0 -C 24.8 -COVERALL SB TH SB RT WB TH/RT WB LT/RT SB LT EB RT WB LT EB LT EB TH NB TH NB RT OVERALL NB LT EB RT EB LT OVERALL NB LT SB TH SB LT/TH SB RT WB RT SB LT WB LT WB TH WB LT/TH EB LT EB LT/TH/RT NB LT/TH NB TH/RT NB RT OVERALL NB LT WB LT NB RT OVERALL NB LT SB LT/TH/RT WB LT EB LT NB LT/TH/RT SB RT OVERALL WB RT SB LT SB TH WB TH EB RT WB LT NB RT EB LT EB TH NB LT NB TH AM PM Intersection Existing Conditions AM PM Base Year 2035 Conditions NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 3.3 1 4 5 6 X ##(##) Y X/X X(X) LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y, OVERALL AM/PM LOS - AM(PM) VEHICLE VOLUMES -AM(PM) LOS 2 3QUEEN KAAHUMANU HWY/WAIKOLOA RD WAIKOLOA RD QU E E N KA A H U M A N U HW Y WAIKOLOA BEACH DR WAIKOLOA RD/PUA MELIA ST (W.) PU A M E L I A S T WAIKOLOA RD/WAIKOLOA PLAZA WA I K O L O A PL A Z A R D MAMALAHOA HWY/DANIEL K. INOUYE HWY DANIEL K. INOUYE HWY MAMALAHOA HWY/WAIKOLOA RD MA M A L A H O A H W Y WAIKOLOA RD WAIKOLOA RD/PANIOLO AVE PU A M E L I A S T PA N I O L O A V E (90)44 (156)42 (23)29 (12)5 (858)259 (94)28 (702)209 (230)93 (64)29 (3 9 ) 2 5 (5 7 2 ) 4 4 1 (5 2 9 ) 1 4 8 (3 6 ) 1 0 0 (2 ) 0 (2 8 ) 2 6 (1 3 ) 1 0 (9 9 ) 4 8 (3 8 ) 2 8 66 ( 9 3 ) 42 2 ( 6 8 1 ) 89 ( 2 7 0 ) 17 ( 1 2 ) 2( 0 ) 15 ( 1 5 ) 68 9 ( 4 2 6 ) 38 ( 7 1 ) 22 0 ( 1 7 1 ) 265(125) 183(97) 493(285) 13(14) 808(464) 28(9) 127(174) 160(120) 28(39) WAIKOLOA RD WAIKOLOA RD WAIKOLOA RD MA M A L A H O A HW Y (9 6 ) 6 7 (3 1 0 ) 1 3 2 (751)246 (135)53 796(374) 126(231) (1 7 9 ) 1 6 1 (3 4 4 ) 1 9 8 13 7 ( 1 4 3 ) 27 9 ( 3 0 5 ) (184)181 (248)154 (F ) D (E ) C (C ) C (D)D (E)D C(D) C(D) D( E ) C( C ) B( B ) 1 C/D (F ) E (A)A A(B) C( C ) (D ) C (C ) B A(B) (B)B A( A ) (A ) A (F*)E (B)B C( C ) BY 2038 LANE CONFIGURATION, VOLUMES, AND LOS (A ) A (A ) A (A)A A(A) A(A) A(A) A( A ) (160)83 (237)96 (100)49 (8 4 ) 9 1 (2 7 6 ) 1 9 6 (1 5 3 ) 2 6 13 6 ( 9 9 ) 21 8 ( 2 6 0 ) 78 ( 1 9 4 ) 110(101) 180(117) 117(72) (D ) C (C ) B (C)C (C)B (B)B C(C) B(C) B( B ) 6 C/C (A)A A(A) (A ) A A( A ) ROUNDABOUT TABLE 3.2: LOS SUMMARY TABLE BASE YEAR 2035 AND BASE YEAR 2038 HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd 49.0 0.54 D 82.9 0.77 F 50.5 0.54 D 86.0 0.77 F 30.7 0.85 C 51.1 0.91 D 31.4 0.85 C 55.4 0.92 E 20.7 0.12 C 31.6 0.47 C 20.9 0.12 C 32.6 0.47 C 35.6 0.22 D 48.2 0.33 D 37.0 0.22 D 50.8 0.33 D 40.5 0.41 D 65.3 0.82 E 42.1 0.42 D 68.6 0.83 E 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 28.5 0.80 C 49.1 0.82 D 30.3 0.81 C 53.1 0.83 D 21.7 0.32 C 43.1 0.26 D 22.4 0.32 C 45.2 0.26 D 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 47.5 0.76 D 73.3 0.91 E 48.8 0.77 D 78.5 0.92 E 24.3 0.69 C 26.9 0.75 C 24.8 0.69 C 28.4 0.76 C 17.7 0.05 B 15.1 0.07 B 17.9 0.05 B 15.4 0.06 B 28.7 -C 45.2 -D 29.7 -C 48.1 -D 2: Pua Melia St & Waikoloa Rd 43.9 0.61 E 68.3 0.58 F 44.8 0.62 E 70.8 0.59 F 9.8 0.01 A 8.5 0.01 A 9.8 0.01 A 8.5 0.01 A 8.2 0.03 A 11.1 0.02 B 8.2 0.03 A 11.2 0.02 B 22.1 0.15 C 20.6 0.11 C 22.3 0.15 C 20.9 0.12 C 5.1 --3.4 --5.1 --3.5 -- 3: Waikoloa Plaza Rd & Waikoloa Rd 17.3 0.20 C 34.2 0.46 D 17.3 0.20 C 34.7 0.47 D 10.1 0.17 B 22.5 0.63 C 10.1 0.17 B 22.8 0.64 C 8.3 0.11 A 12.7 0.35 B 8.3 0.11 A 12.8 0.35 B 2.5 --7.0 --2.5 --7.0 -- 4: Pua Melia St/Paniolo Ave & Waikoloa Rd 5.8 0.11 A 7.4 0.27 A 5.9 0.11 A 7.4 0.27 A 2.1 0.02 A 2.0 0.03 A 2.1 0.02 A 2.1 0.03 A 10.2 0.21 B 11.5 0.58 B 10.2 0.21 B 11.5 0.59 B 7.0 0.21 A 8.8 0.58 A 7.0 0.21 A 8.8 0.59 A 6.9 0.09 A 9.7 0.13 A 6.7 0.11 A 9.7 0.13 A 5.2 0.09 A 7.2 0.13 A 5.2 0.11 A 7.3 0.13 A 3.7 0.09 A 4.2 0.11 A 3.7 0.09 A 4.1 0.11 A 7.3 0.41 A 5.6 0.31 A 7.6 0.43 A 5.7 0.31 A 7.2 0.80 A 3.5 0.50 A 8.1 0.82 A 3.5 0.50 A 7.0 -A 7.4 -A 7.4 -A 7.4 -A 5: Mamalahoa Hwy & Waikoloa Rd 8.4 0.14 A 8.6 0.16 A 8.5 0.15 A 8.7 0.17 A 38.5 0.66 E 87.4 0.91 F 44.9 0.71 E 117.1 1.01 F* 11.4 0.23 B 13.2 0.38 B 11.6 0.24 B 13.7 0.39 B 10.7 --17.0 --11.6 --21.0 -- 6: Mamalahoa Hwy & Daniel K. Inouye Hwy 25.5 0.69 C 33.6 0.74 C 26.2 0.70 C 35.1 0.76 D 17.6 0.57 B 23.7 0.75 C 17.8 0.58 B 24.1 0.77 C 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 25.1 0.65 C 29.4 0.78 C 25.8 0.67 C 29.8 0.78 C 17.9 0.38 B 23.9 0.73 C 18.2 0.39 B 24.5 0.73 C 16.2 0.03 B 18.5 0.06 B 16.5 0.03 B 18.9 0.07 B 26.5 0.76 C 32.4 0.69 C 26.7 0.76 C 33.5 0.70 C 19.4 0.64 B 24.0 0.52 C 19.7 0.64 B 25.0 0.54 C 25.0 0.65 C 27.7 0.79 C 25.6 0.65 C 28.5 0.79 C 18.8 0.66 B 17.1 0.49 B 19.0 0.67 B 17.4 0.52 B 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 21.0 -C 24.8 -C 21.3 -C 25.3 -C Base Year 2038 Conditions AM PM Intersection Base Year 2035 Conditions NB RT EB LT EB TH NB LT NB TH WB TH EB RT WB LT SB RT OVERALL WB RT SB LT SB TH EB LT NB LT/TH/RT WB LT OVERALL NB LT SB LT/TH/RT WB LT NB RT NB LT/TH NB RT OVERALL WB TH WB LT/TH EB LT EB LT/TH/RT SB LT/TH SB RT WB RT EB LT OVERALL NB LT EB RT OVERALL NB LT EB LT EB TH NB TH NB RT WB TH/RT SB LT EB RT WB LT OVERALL SB TH SB RT AM PM NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE DANIEL K. INOUYE HIGHWAY PUA MELIA STREET WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 3.4 1 4 5 6 X ##(##) Y X/X X(X) LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y, OVERALL AM/PM LOS - AM(PM) VEHICLE VOLUMES -AM(PM) LOS 2 3QUEEN KAAHUMANU HWY/WAIKOLOA RD WAIKOLOA RD QU E E N KA A H U M A N U HW Y WAIKOLOA BEACH DR WAIKOLOA RD/PUA MELIA ST (W.) PU A M E L I A S T WAIKOLOA RD/WAIKOLOA PLAZA WA I K O L O A PL A Z A R D MAMALAHOA HWY/DANIEL K. INOUYE HWY DANIEL K. INOUYE HWY MAMALAHOA HWY/WAIKOLOA RD MA M A L A H O A H W Y WAIKOLOA RD WAIKOLOA RD/PANIOLO AVE PU A M E L I A S T PA N I O L O A V E (102)51 (280)64 (26)34 (12)5 (657)146 (94)28 (457)69 (274)120 (64)29 (4 4 ) 2 8 (1 1 9 9 ) 6 3 5 (5 2 3 ) 9 9 (3 6 ) 1 0 0 (2 ) 0 (2 8 ) 2 6 (1 3 ) 1 0 (1 8 0 ) 7 2 (3 8 ) 2 8 73 ( 1 0 4 ) 10 7 8 ( 1 1 2 1 ) 25 ( 1 4 0 ) 17 ( 1 2 ) 2( 0 ) 15 ( 1 5 ) 41 0 ( 2 5 9 ) 61 ( 1 1 3 ) 38 2 ( 2 9 0 ) 202(95) 321(172) 373(183) 13(14) 558(330) 28(9) 204(317) 189(153) 28(39) WAIKOLOA RD WAIKOLOA RD WAIKOLOA RD MA M A L A H O A HW Y (9 6 ) 6 7 (3 1 0 ) 1 3 2 (550)133 (135)53 546(240) 126(231) (3 3 1 ) 2 4 6 (4 0 7 ) 2 3 4 15 8 ( 1 6 7 ) 33 1 ( 3 7 1 ) (210)205 (385)319 (F ) F (F * ) C (C ) B (D)E (E)E E(D) E(D) F( E ) F* ( F * ) B( B ) 1 E/F (D ) C (A)A A(B) C( C ) (D ) B (C ) A A(B) (B)B A( A ) (A ) A (F*)F* (C)C C( D ) BY 2045 LANE CONFIGURATION, VOLUMES, AND LOS (A ) A (A ) A (A)A A(A) A(A) A(A) A( A ) (184)93 (264)108 (122)73 (1 1 3 ) 1 1 0 (4 2 0 ) 2 7 6 (1 6 0 ) 2 7 15 7 ( 1 1 9 ) 36 4 ( 3 7 7 ) 12 8 ( 2 6 0 ) 141(148) 198(133) 122(75) (D ) C (D ) B (D)C (C)C (C)C C(D) C(D) C( C ) 6 C/D (A)A A(A) (A ) A A( A ) ROUNDABOUT TABLE 3.3: LOS SUMMARY TABLE BASE YEAR 2038 AND BASE YEAR 2045 HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd 50.5 0.54 D 86.0 0.77 F 82.4 0.67 F 87.1 0.77 F 31.4 0.85 C 55.4 0.92 E 25.1 0.71 C >300 1.58 F* 20.9 0.12 C 32.6 0.47 C 14.2 0.06 B 26.2 0.44 C 37.0 0.22 D 50.8 0.33 D 59.6 0.32 E 45.4 0.35 D 42.1 0.42 D 68.6 0.83 E 72.5 0.70 E 79.7 0.91 E 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 30.3 0.81 C 53.1 0.83 D 67.2 0.90 E 47.9 0.78 D 22.4 0.32 C 45.2 0.26 D 55.9 0.80 E 50.1 0.45 D 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 48.8 0.77 D 78.5 0.92 E 83.2 0.66 F 75.6 0.86 E 24.8 0.69 C 28.4 0.76 C 119.2 1.17 F*156.6 1.25 F* 17.9 0.05 B 15.4 0.06 B 14.2 0.05 B 16.3 0.07 B 29.7 -C 48.1 -D 75.7 -E 171.7 -F 2: Pua Melia St & Waikoloa Rd 44.8 0.62 E 70.8 0.59 F 21.5 0.39 C 32.4 0.36 D 9.8 0.01 A 8.5 0.01 A 8.8 0.01 A 8.1 0.01 A 8.2 0.03 A 11.2 0.02 B 7.9 0.02 A 10.0 0.01 B 22.3 0.15 C 20.9 0.12 C 15.1 0.09 C 15.3 0.08 C 5.1 --3.5 --3.7 --2.3 -- 3: Waikoloa Plaza Rd & Waikoloa Rd 17.3 0.20 C 34.7 0.47 D 14.8 0.17 B 25.0 0.37 D 10.1 0.17 B 22.8 0.64 C 9.5 0.15 A 17.3 0.54 C 8.3 0.11 A 12.8 0.35 B 7.9 0.10 A 10.9 0.29 B 2.5 --7.0 --3.1 --6.6 -- 4: Pua Melia St/Paniolo Ave & Waikoloa Rd 5.9 0.11 A 7.4 0.27 A 6.3 0.17 A 9.1 0.45 A 2.1 0.02 A 2.1 0.03 A 2.9 0.02 A 2.6 0.03 A 10.2 0.21 B 11.5 0.59 B 12.2 0.13 B 13.2 0.55 B 7.0 0.21 A 8.8 0.59 A 7.8 0.25 A 9.4 0.55 A 6.7 0.11 A 9.7 0.13 A 6.0 0.11 A 9.0 0.14 A 5.2 0.11 A 7.3 0.13 A 4.8 0.11 A 7.0 0.14 A 3.7 0.09 A 4.1 0.11 A 3.7 0.14 A 4.1 0.21 A 7.6 0.43 A 5.7 0.31 A 7.3 0.54 A 6.0 0.48 A 8.1 0.82 A 3.5 0.50 A 3.8 0.47 A 3.6 0.33 A 7.4 -A 7.4 -A 5.8 -A 7.7 -A 5: Mamalahoa Hwy & Waikoloa Rd 8.5 0.15 A 8.7 0.17 A 9.1 0.23 A 9.8 0.33 A 44.9 0.71 E 117.1 1.01 F*233.0 1.32 F*>300 >2.00 F* 11.6 0.24 B 13.7 0.39 B 16.4 0.53 C 21.9 0.67 C 11.6 --21.0 --41.4 --118.1 -- 6: Mamalahoa Hwy & Daniel K. Inouye Hwy 26.2 0.70 C 35.1 0.76 D 32.4 0.78 C 45.6 0.79 D 17.8 0.58 B 24.1 0.77 C 19.1 0.62 B 42.9 0.90 D 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 25.8 0.67 C 29.8 0.78 C 34.2 0.78 C 53.5 0.84 D 18.2 0.39 B 24.5 0.73 C 22.7 0.45 C 33.2 0.81 C 16.5 0.03 B 18.9 0.07 B 20.5 0.06 C 24.9 0.08 C 26.7 0.76 C 33.5 0.70 C 31.3 0.78 C 46.0 0.78 D 19.7 0.64 B 25.0 0.54 C 24.6 0.71 C 35.3 0.67 D 25.6 0.65 C 28.5 0.79 C 30.7 0.77 C 46.0 0.87 D 19.0 0.67 B 17.4 0.52 B 20.8 0.78 C 20.3 0.60 C 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 21.3 -C 25.3 -C 24.7 -C 37.9 -D NB LT NB TH Intersection Base Year 2038 Conditions AM PM Base Year 2045 Conditions NB RT EB LT AM PM EB RT WB LT WB TH EB TH SB RT OVERALL WB RT SB LT SB TH EB LT NB LT/TH/RT WB LT OVERALL NB LT SB LT/TH/RT NB RT WB LT NB LT/TH OVERALL EB LT/TH/RT NB RT EB LT SB LT/TH WB TH WB LT/TH WB RT EB LT SB RT OVERALL NB LT EB RT OVERALL NB RT EB LT EB TH NB LT NB TH WB TH/RT EB RT WB LT SB RT OVERALL SB LT SB TH 28 4. FUTURE YEAR TRAFFIC CONDITIONS The Future Year scenarios represent the traffic conditions within the Project study area with the full build-out and occupancy of the Project. 4.1 Project Description The Project proposes to develop approximately 400 multi-family units and a clubhouse on a 14.9- acre lot and 275 family agricultural lots and 11 A-10a lots on approximately 523 acres. The remainder of the parcel (approximately 178.7 acres) will not be developed with the Project or will remain as agricultural and/or open/recreational space. Access to the site is proposed via two (2) accesses along Waikoloa Road and a secondary access along Pua Melia Street. The Project is anticipated to be phased as follows: • Phase 1 (Year 2035): 400 multi-family units, clubhouse, and 11 A-10a lots. The makai Project Driveway along Waikoloa Road and the Project Driveway along Pua Melia Street will be constructed. • Phase 2 (Year 2038): 100 family agricultural lots • Phase 3 (Year 2045): 175 family agricultural lots. The mauka Project Driveway along Waikoloa Road will be constructed. 4.2 Travel Demand Estimations 4.2.1 Trip Generation Project were generated for the Project using rates from ITE’s Trip Generation Manual, 11th Edition as a basis. The rates selected were based on the provided land use descriptions. As mentioned above, the 11 A-10a lots will be used as a food hub (e.g., farmer’s market and/or hydroponic grow operations) and renewable energy development. Farmer’s Market (ITE Code 858) is included in ITE’s Trip Generation Manual, 11th Edition. However, it only includes trip generation rates for the AM and PM Peak hour of the Generator as opposed to the AM and PM of the adjacent street, which would reflect the AM and PM analysis periods studied in this report. Furthermore, based on an online search of other farmer’s markets on Hawaii Island, most farmer’s markets open after the AM peak hour and close prior to the PM peak hour. During the online search, there were two (2) farmer’s markets in the Waikoloa area, one (1) weekday farmer’s market open between 8:30 AM to 1:00 PM and one (1) Saturday farmer’s market open between 7:30 AM – 1:00 PM. To be conservative, for Project trip generation purposes the 11 A-10a lots were assumed to be family agricultural lots. Table 4.1 shows the trip generation rates. Table 4.2 shows the Project Trip Generation for each phase. At full build-out, the Project is forecast to generate 319(429) new external trips during the AM(PM) peak hours of traffic. 29 Table 4.1: Project Trip Generation Land Use (ITE Code) Independent Variable AM Peak Hour PM Peak Hour Trip Rate % Enter Trip Rate % Enter Multifamily Housing Low- Rise (220) DU* T=0.31(X)+22.85 24% T=0.43(X)+20.55 63% Single Family Detached Housing (210) DU* Ln(T)=0.91Ln(X)+0.12 25% Ln(T)=0.94Ln(X)+0.27 63% *DU – Dwelling Unit Table 4.2: Project-Generated Trips Land Use (ITE Code) DU AM PM Enter Exit Total Enter Exit Total Phase 1 Multi-Family Low-Rise (ITE 220) 400 35 112 147 122 71 193 Single Family Detached Housing (ITE 210) – A-10a Lots 11 3 7 10 8 4 12 Phase 1 subtotal 38 119 157 130 75 205 Phase 2 Single Family Detached Housing (ITE 210) Family Agricultural Lots 100 19 55 74 62 37 99 Phase 2 cumulative subtotal 57 174 231 192 112 304 Phase 3 Single Family Detached Housing (ITE 210) Family Agricultural Lots 175 31 93 124 106 62 168 Phase 3 cumulative subtotal 88 267 355 298 174 472 Total New Trips 88 267 355 298 174 472 4.2.2 Trip Distribution & Assignment Trips generated by the proposed Project were assigned throughout the study area based on existing trip distributions and future land uses. The overall trip distributions for the Project are generally described below: • 20% to/from the north via Queen Kaahumanu Highway. • 39% to/from the south via Queen Kaahumanu Highway. • 11% to/from the north via Mamalahoa Highway. • 20% to/from the south via Mamalahoa Highway. • 10% to/from Waikoloa Beach Road The Project trip distributions are illustrated in Figures 4.1, 4.3, and 4.5. 30 4.3 Future Year 2035 By Future Year 2035, the Project is projected to generate a total of 157(205) new external trips during the AM(PM) peak hours of traffic. 4.3.1 Future Year 2035 Intersection Analysis Traffic operations by Future Year 2035 with the Project are generally anticipated to be similar to Base Year 2035 without Project conditions. The following intersections are forecast to worsen to LOS E/F compared to Base Year 2035 conditions: [1] Queen Kaahumanu Highway/Waikoloa Road/Waikoloa Beach Drive During the PM peak hour, the northbound through and westbound left-turn movements are expected to operate at LOS E. However, all movements are expected to remain under capacity, and overall intersection delay increases by 3(9) seconds for the AM(PM) peak hours. [3] Waikoloa Plaza Road/Waikoloa Road The northbound left-turn is expected to operate at LOS E, but under capacity during the PM peak hour. The movement delay increases by six (6) seconds during the PM peak. Additionally, the Project trips account for roughly 2% of the movement’s volume. [5] Mamalahoa Highway/Waikoloa Road The eastbound left-turn at this intersection is expected to operate at LOS F and overcapacity during the PM peak hour. Overall intersection delay is expected to increase by roughly 2(7) seconds during the AM(PM) peak. Additionally, the Project trips account for roughly 7% of the movement’s volume. Although the Project trip increase is relatively low, mitigative measures are discussed below in Section 4.4.2. Figure 4.2 illustrates the Future Year 2035 lane configurations, volumes, and LOS at the study intersections. See Table 4.3 for a summary of the Future Year 2035 delay, v/c ratio, and LOS. LOS worksheets are included in Appendix C. 4.3.2 Future Year 2035 with Mitigation Intersection Analysis The following mitigations were considered to improve traffic conditions in the vicinity of the study intersections. If improvements are not planned to be completed by the State or County, private developers in the area may be required to pay pro-rata share (or fair share) contributions to construct the recommended improvements. [5] Mamalahoa Highway/Waikoloa Road Constructing an eastbound left-turn acceleration lane is expected to improve operations for the eastbound left-turn from Waikoloa Road by allowing drivers to complete the turning movement in stages. While aerial imagery suggests that this could be achieved through restriping the existing roadway, a feasibility study would be needed to determine if additional modifications, such as roadway widening or grading, are necessary. With an eastbound left-turn acceleration lane, the eastbound left-turn is expected to improve to LOS C during the AM and PM peak hours. 31 A traffic signal was considered; however, based on preliminary FHWA MUTCD, Warrant 2, Four- Hour Vehicular Volume traffic signal warrant, a traffic signal is not expected to be warranted under Future Year 2035 conditions. As stated above, if improvements are not planned to be completed by the State or County, private developers in the area may be required to pay pro-rata share contributions to construct the recommended improvements. Preliminary signal warrants are included in Appendix D. See Table 4.3 for a summary of the Future Year 2035 with Mitigation delay, v/c ratio, and LOS. LOS worksheets are included in Appendix C. NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N PROJECT AREA DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 8 7 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 4.1A 1 4 5 6 X ##(##) Y LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y - AM(PM) VEHICLE VOLUMES 2 3QUEEN KAAHUMANU HWY/WAIKOLOA RD WAIKOLOA RD QU E E N KA A H U M A N U HW Y WAIKOLOA BEACH DR WAIKOLOA RD/PUA MELIA ST (W.) PU A M E L I A S T WAIKOLOA RD/WAIKOLOA PLAZA WA I K O L O A PL A Z A R D MAMALAHOA HWY/DANIEL K. INOUYE HWY DANIEL K. INOUYE HWY MAMALAHOA HWY/WAIKOLOA RD MA M A L A H O A H W Y WAIKOLOA RD WAIKOLOA RD/PANIOLO AVE PU A M E L I A S T PA N I O L O A V E (0)0 (12)2 (0)0 (0)0 (80)15 (20)4 (0)0 (49)10 (25)5 (0 ) 0 (0 ) 0 (5 8 ) 1 0 (4 ) 9 (0 ) 0 (2 ) 1 (1 3 ) 3 1 (0 ) 0 (4 ) 3 0( 0 ) 0( 0 ) 7( 3 0 ) 0( 0 ) 0( 0 ) 0( 0 ) 0( 0 ) 0( 0 ) 0( 0 ) 26(10) 14(5) 49(23) 0(0) 80(34) 1(1) 0(0) 47(21) 2(3) WAIKOLOA RD WAIKOLOA RD WAIKOLOA RD MA M A L A H O A HW Y (2 ) 4 (2 ) 1 (72)14 (10)2 77(33) 1(1) (1 8 ) 1 2 (0 ) 0 7( 1 0 ) 0( 0 ) (13)10 (24)19 1 FY 2035 PROJECT TRIPS (0)0 (0)0 (0)0 (0 ) 0 (1 2 ) 7 (0 ) 0 0( 0 ) 13 ( 6 ) 6( 1 8 ) 5(6) 0(0) 0(0) ROUNDABOUT 6 NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N PROJECT AREA DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 8 7 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 4.1B 7 8WAIKOLOA RD/PROJECT DWY PUA MELIA ST/PRIVATE DWY WAIKOLOA RD PR O J E C T D W Y (8)5 (45)8 (1 9 ) 4 5 (2 9 ) 2 4 4(5) 15(23) FY 2035 PROJECT TRIPS (CONT.) PROJECT DWY PU A M E L I A S T PRIVATE DWY (0)0 (0)0 (0)0 (0 ) 0 (0 ) 0 (3 2 ) 8 0( 0 ) 0( 0 ) 7( 2 8 ) 34(17) 0(0) 15(10) X ##(##) Y LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y - AM(PM) VEHICLE VOLUMES NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N PROJECT AREA DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 8 7 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 4.2A 1 4 5 6 X ##(##) Y X/X X(X) LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y, OVERALL AM/PM LOS - AM(PM) VEHICLE VOLUMES -AM(PM) LOS 2 3QUEEN KAAHUMANU HWY/WAIKOLOA RD WAIKOLOA RD QU E E N KA A H U M A N U HW Y WAIKOLOA BEACH DR WAIKOLOA RD/PUA MELIA ST (W.) PU A M E L I A S T WAIKOLOA RD/WAIKOLOA PLAZA WA I K O L O A PL A Z A R D MAMALAHOA HWY/DANIEL K. INOUYE HWY DANIEL K. INOUYE HWY MAMALAHOA HWY/WAIKOLOA RD MA M A L A H O A H W Y WAIKOLOA RD WAIKOLOA RD/PANIOLO AVE PU A M E L I A S T PA N I O L O A V E (90)44 (168)44 (23)29 (12)5 (930)272 (114)32 (702)209 (271)101 (89)34 (3 9 ) 2 5 (5 5 4 ) 4 2 7 (5 8 1 ) 1 5 6 (4 0 ) 1 0 9 (2 ) 0 (3 0 ) 2 7 (2 6 ) 4 1 (9 9 ) 4 8 (4 2 ) 3 1 66 ( 9 3 ) 40 9 ( 6 6 0 ) 96 ( 2 9 8 ) 17 ( 1 2 ) 2( 0 ) 15 ( 1 5 ) 68 9 ( 4 2 6 ) 38 ( 7 1 ) 22 0 ( 1 7 1 ) 289(133) 197(102) 537(305) 13(14) 881(493) 29(10) 127(174) 200(136) 30(42) WAIKOLOA RD WAIKOLOA RD WAIKOLOA RD MA M A L A H O A HW Y (9 8 ) 7 1 (3 1 2 ) 1 3 3 (815)258 (145)55 866(402) 127(232) (1 9 4 ) 1 7 0 (3 2 2 ) 1 8 5 14 0 ( 1 5 1 ) 26 1 ( 2 8 3 ) (193)189 (268)173 (F ) D (E ) C (D ) C (D)D (E)D C(E) C(D) D( F ) C( C ) B( B ) 1 C/D (F ) F (A)B A(B) D( C ) (E ) C (D ) B A(B) (B)B B( A ) (A ) A (F*)E (B)B C( C ) FY 2035 LANE CONFIGURATION, VOLUMES, AND LOS (A ) A (A ) A (A)A A(A) A(A) A(A) A( A ) (153)79 (232)95 (97)48 (8 2 ) 8 8 (2 7 0 ) 1 9 1 (1 5 0 ) 2 6 12 9 ( 9 5 ) 22 1 ( 2 4 3 ) 83 ( 2 1 3 ) 115(107) 178(114) 115(71) (D ) C (C)C (C)B (B)B C(C) B(C) (A)A A(A) ROUNDABOUT 6 (C ) B (A ) A B( B ) A( A ) C/C NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N PROJECT AREA DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 8 7 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 4.2B X ##(##) Y X/X X(X) LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y, OVERALL AM/PM LOS - AM(PM) VEHICLE VOLUMES -AM(PM) LOS 7 8WAIKOLOA RD/PROJECT DWY PUA MELIA ST/PRIVATE DWY WAIKOLOA RD PR O J E C T D W Y (435)341 (45)8 (1 9 ) 4 5 (2 9 ) 2 4 304(330) 15(23) FY 2035 LANE CONFIGURATION, VOLUMES, AND LOS (CONT.) PROJECT DWY PU A M E L I A S T PRIVATE DWY (1)4 (0)0 (4)1 (1 ) 0 (1 1 8 ) 7 7 (3 2 ) 8 3( 2 ) 82 ( 1 5 7 ) 7( 2 8 ) 34(17) 0(0) 15(10) (A)A A(B) (B ) B (B ) B A(A) (A ) A A( A ) TABLE 4.3: LOS SUMMARY TABLE BASE YEAR 2035, FUTURE YEAR 2035, AND FUTURE YEAR 2035 WITH MITIGATION HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd 49.0 0.54 D 82.9 0.77 F 52.9 0.55 D 91.8 0.77 F 30.7 0.85 C 51.1 0.91 D 33.5 0.86 C 63.0 0.93 E 20.7 0.12 C 31.6 0.47 C 22.7 0.13 C 40.4 0.62 D 35.6 0.22 D 48.2 0.33 D 39.0 0.23 D 54.6 0.33 D 40.5 0.41 D 65.3 0.82 E 44.8 0.46 D 74.4 0.85 E 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 28.5 0.80 C 49.1 0.82 D 34.6 0.85 C 62.6 0.87 E 21.7 0.32 C 43.1 0.26 D 22.3 0.33 C 47.5 0.25 D 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 47.5 0.76 D 73.3 0.91 E 50.1 0.77 D 90.8 0.94 F 24.3 0.69 C 26.9 0.75 C 26.0 0.68 C 29.8 0.74 C 17.7 0.05 B 15.1 0.07 B 19.0 0.05 B 16.8 0.06 B 28.7 -C 45.2 -D 32.0 -C 54.5 -D 2: Pua Melia St & Waikoloa Rd 43.9 0.61 E 68.3 0.58 F 64.4 0.75 F 118.9 0.80 F 9.8 0.01 A 8.5 0.01 A 10.1 0.01 B 8.6 0.01 A 8.2 0.03 A 11.1 0.02 B 8.3 0.03 A 11.8 0.02 B 22.1 0.15 C 20.6 0.11 C 25.3 0.17 D 23.4 0.13 C 5.1 --3.4 --7.1 --5.6 -- 3: Waikoloa Plaza Rd & Waikoloa Rd 17.3 0.20 C 34.2 0.46 D 18.4 0.22 C 40.2 0.52 E 10.1 0.17 B 22.5 0.63 C 10.1 0.17 B 26.1 0.68 D 8.3 0.11 A 12.7 0.35 B 8.3 0.11 A 13.7 0.38 B 2.5 --7.0 --2.5 --7.6 -- 4: Pua Melia St/Paniolo Ave & Waikoloa Rd 5.8 0.11 A 7.4 0.27 A 7.2 0.17 A 8.6 0.32 A 2.1 0.02 A 2.0 0.03 A 2.1 0.02 A 2.2 0.03 A 10.2 0.21 B 11.5 0.58 B 10.2 0.22 B 12.1 0.63 B 7.0 0.21 A 8.8 0.58 A 6.8 0.22 A 8.9 0.63 A 6.9 0.09 A 9.7 0.13 A 6.9 0.13 A 9.9 0.15 A 5.2 0.09 A 7.2 0.13 A 5.4 0.13 A 7.5 0.15 A 3.7 0.09 A 4.2 0.11 A 3.7 0.09 A 4.1 0.11 A 7.3 0.41 A 5.6 0.31 A 8.7 0.45 A 5.9 0.32 A 7.2 0.80 A 3.5 0.50 A 10.9 0.86 B 3.8 0.51 A 7.0 -A 7.4 -A 8.7 -A 7.8 -A 5: Mamalahoa Hwy & Waikoloa Rd ACCELERATION LANE 8.4 0.14 A 8.6 0.16 A 8.4 0.15 A 8.6 0.18 A 8.4 0.15 A 8.6 0.18 A 38.5 0.66 E 87.4 0.91 F 46.7 0.74 E 128.2 1.05 F*18.6 0.44 C 24.9 0.54 C 11.4 0.23 B 13.2 0.38 B 11.7 0.26 B 13.7 0.41 B 11.7 0.26 B 13.7 0.41 B 10.7 --17.0 --12.6 --23.9 --7.1 --8.0 -- AM PM AM PM OVERALL EB RT EB LT SB RT OVERALL NB LT SB LT/TH WB TH WB LT/TH WB RT EB LT/TH/RT NB RT EB LT NB LT/TH OVERALL WB LT NB RT OVERALL NB LT SB LT/TH/RT Intersection EB TH Base Year 2035 Conditions AM PM No proposed mitigation See Future Year 2035 NB LT EB RT WB LT SB LT NB LT/TH/RT WB LT EB LT Future Year 2035 Conditions No proposed mitigation See Future Year 2035 No proposed mitigation See Future Year 2035 No proposed mitigation See Future Year 2035 WB TH NB RT EB LT WB RT SB RT OVERALL Future Year 2035 with Mitigation NB TH SB TH HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS AM PM AM PM Intersection Base Year 2035 Conditions AM PM Future Year 2035 Conditions Future Year 2035 with Mitigation 6: Mamalahoa Hwy & Daniel K. Inouye Hwy 25.5 0.69 C 33.6 0.74 C 25.9 0.69 C 35.2 0.75 D 17.6 0.57 B 23.7 0.75 C 17.7 0.57 B 24.4 0.76 C 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 25.1 0.65 C 29.4 0.78 C 25.5 0.66 C 30.5 0.78 C 17.9 0.38 B 23.9 0.73 C 18.2 0.39 B 24.9 0.73 C 16.2 0.03 B 18.5 0.06 B 16.4 0.03 B 19.2 0.06 B 26.5 0.76 C 32.4 0.69 C 26.7 0.76 C 33.8 0.70 C 19.4 0.64 B 24.0 0.52 C 19.6 0.64 B 25.0 0.52 C 25.0 0.65 C 27.7 0.79 C 25.6 0.67 C 29.2 0.81 C 18.8 0.66 B 17.1 0.49 B 18.9 0.67 B 16.8 0.47 B 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 21.0 -C 24.8 -C 21.2 -C 25.7 -C 7: Project Dwy & Waikoloa Rd 13.2 0.10 B 13.9 0.05 B 10.6 0.04 B 11.7 0.06 B 8.1 0.01 A 8.5 0.02 A 1.3 --0.9 -- 8: Pua Melia St & Project Dwy 0.0 0.00 A 7.6 0.00 A 9.7 0.01 A 9.6 0.01 A 9.3 0.06 A 10.1 0.04 B 7.4 0.01 A 7.6 0.02 A 2.4 --1.5 -- * Indicates overcapacity conditions, v/c ≥ 1. Intersection does not exist under Base Year 2035 conditions. Intersection does not exist under Base Year 2035 conditions. OVERALL SB LT/TH/RT WB LT/TH/RT EB LT/TH/RT NB LT/TH/RT OVERALL WB LT NB RT SB RT OVERALL NB LT SB LT SB TH WB TH/RT EB RT WB LT NB RT EB LT EB TH NB LT NB TH No proposed mitigation See Future Year 2035 No proposed mitigation See Future Year 2035 No proposed mitigation See Future Year 2035 38 4.4 Future Year 2038 By Future Year 2038, the Project is projected to generate a total of 231(304) new external trips during the AM(PM) peak hours of traffic. 4.4.1 Future Year 2038 Intersection Analysis Traffic operations by Future Year 2038 with the Project are generally anticipated to be similar to Base Year 2038 without Project conditions. The following intersections are forecast to worsen to LOS E/F compared to Base Year 2038 conditions: [1] Queen Kaahumanu Highway/Waikoloa Road/Waikoloa Beach Drive During the PM peak hour, the eastbound left-turn and westbound left-turn are expected to operate at LOS E/F, but under capacity. Overall intersection delay is expected to increase by roughly 5(13) seconds during the AM(PM) peak. [3] Waikoloa Road/Waikoloa Plaza Road During the PM peak, the northbound left-turn is expected to operate at LOS E, but under capacity. Overall intersection delay is not expected to change during the AM peak and increase by approximately one (1) second during the PM peak. Figure 4.4 illustrates the Future Year 2038 lane configurations, volumes, and LOS at the study intersections. See Table 4.4 for a summary of the Future Year 2038 delay, v/c ratio, and LOS. LOS worksheets are included in Appendix C. NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N PROJECT AREA DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 8 7 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 4.3A 1 4 5 6 X ##(##) Y LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y - AM(PM) VEHICLE VOLUMES 2 3QUEEN KAAHUMANU HWY/WAIKOLOA RD WAIKOLOA RD QU E E N KA A H U M A N U HW Y WAIKOLOA BEACH DR WAIKOLOA RD/PUA MELIA ST (W.) PU A M E L I A S T WAIKOLOA RD/WAIKOLOA PLAZA WA I K O L O A PL A Z A R D MAMALAHOA HWY/DANIEL K. INOUYE HWY DANIEL K. INOUYE HWY MAMALAHOA HWY/WAIKOLOA RD MA M A L A H O A H W Y WAIKOLOA RD WAIKOLOA RD/PANIOLO AVE PU A M E L I A S T PA N I O L O A V E (0)0 (18)3 (0)0 (0)0 (119)23 (30)6 (0)0 (73)17 (37)7 (0 ) 0 (0 ) 0 (8 7 ) 1 6 (6 ) 1 3 (0 ) 0 (3 ) 2 (2 0 ) 4 6 (0 ) 0 (5 ) 4 0( 0 ) 0( 0 ) 10 ( 4 4 ) 0( 0 ) 0( 0 ) 0( 0 ) 0( 0 ) 0( 0 ) 0( 0 ) 38(15) 20(8) 73(35) 0(0) 119(51) 1(2) 0(0) 67(33) 3(4) WAIKOLOA RD WAIKOLOA RD WAIKOLOA RD MA M A L A H O A HW Y (3 ) 7 (3 ) 2 (107)22 (15)3 112(51) 1(2) (2 7 ) 1 8 (0 ) 0 10 ( 1 5 ) 0( 0 ) (19)15 (36)28 1 (0)0 (0)0 (0)0 (0 ) 0 (1 8 ) 1 0 (0 ) 0 0( 0 ) 20 ( 9 ) 8( 2 7 ) 8(9) 0(0) 0(0) 6 FY 2038 PROJECT TRIPS ROUNDABOUT NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N PROJECT AREA DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 8 7 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 4.3B 7 8WAIKOLOA RD/PROJECT DWY PUA MELIA ST/PRIVATE DWY WAIKOLOA RD PR O J E C T D W Y (11)8 (67)13 (2 9 ) 6 5 (4 4 ) 3 5 5(8) 23(34) FY 2038 PROJECT TRIPS (CONT.) PROJECT DWY PU A M E L I A S T PRIVATE DWY (0)0 (0)0 (0)0 (0 ) 0 (0 ) 0 (4 9 ) 1 1 0( 0 ) 0( 0 ) 10 ( 4 1 ) 50(25) 0(0) 24(15) X ##(##) Y LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y - AM(PM) VEHICLE VOLUMES NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N PROJECT AREA DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 8 7 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 4.4A 1 4 5 6 X ##(##) Y X/X X(X) LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y, OVERALL AM/PM LOS - AM(PM) VEHICLE VOLUMES -AM(PM) LOS 2 3QUEEN KAAHUMANU HWY/WAIKOLOA RD WAIKOLOA RD QU E E N KA A H U M A N U HW Y WAIKOLOA BEACH DR WAIKOLOA RD/PUA MELIA ST (W.) PU A M E L I A S T WAIKOLOA RD/WAIKOLOA PLAZA WA I K O L O A PL A Z A R D MAMALAHOA HWY/DANIEL K. INOUYE HWY DANIEL K. INOUYE HWY MAMALAHOA HWY/WAIKOLOA RD MA M A L A H O A H W Y WAIKOLOA RD WAIKOLOA RD/PANIOLO AVE PU A M E L I A S T PA N I O L O A V E (90)44 (174)45 (23)29 (12)5 (977)282 (124)34 (702)209 (303)110 (101)36 (3 9 ) 2 5 (5 7 2 ) 4 4 1 (6 1 6 ) 1 6 4 (4 2 ) 1 1 3 (2 ) 0 (3 1 ) 2 8 (3 3 ) 5 6 (9 9 ) 4 8 (4 3 ) 3 2 66 ( 9 3 ) 42 2 ( 6 8 1 ) 99 ( 3 1 4 ) 17 ( 1 2 ) 2( 0 ) 15 ( 1 5 ) 68 9 ( 4 2 6 ) 38 ( 7 1 ) 22 0 ( 1 7 1 ) 304(140) 203(105) 566(319) 13(14) 927(515) 29(11) 127(174) 228(152) 31(43) WAIKOLOA RD WAIKOLOA RD WAIKOLOA RD MA M A L A H O A HW Y (9 9 ) 7 4 (3 1 3 ) 1 3 4 (858)268 (150)56 909(424) 127(233) (2 0 6 ) 1 7 9 (3 4 4 ) 1 9 8 14 7 ( 1 5 8 ) 27 9 ( 3 0 5 ) (203)196 (284)182 (F ) D (E ) C (D ) C (E)D (E)D D(F) C(D) D( F ) C( C ) B( B ) 1 C/E (F ) F (A)B A(B) D( D ) (E ) C (D ) B A(B) (B)B B( A ) (A ) A (D)C (B)B C( C ) FY 2038 LANE CONFIGURATION, VOLUMES, AND LOS (A ) A (A ) A (A)A A(B) A(A) A(A) A( A ) (160)83 (237)96 (100)49 (8 4 ) 9 1 (2 9 4 ) 2 0 6 (1 5 3 ) 2 6 13 6 ( 9 9 ) 23 8 ( 2 6 9 ) 86 ( 2 2 1 ) 118(110) 180(117) 117(72) (D ) C (C ) B (C)C (C)B (C)B C(D) C(C) B( B ) 6 C/C A(A) (A)A A( A ) (A ) A ROUNDABOUT NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N PROJECT AREA DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 8 7 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 4.4B X ##(##) Y X/X X(X) LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y, OVERALL AM/PM LOS - AM(PM) VEHICLE VOLUMES -AM(PM) LOS 7 8WAIKOLOA RD/PROJECT DWY PUA MELIA ST/PRIVATE DWY WAIKOLOA RD PR O J E C T D W Y (476)352 (37)7 (1 4 ) 3 3 (1 9 ) 1 5 345(352) 10(15) FY 2038 LANE CONFIGURATION, VOLUMES, AND LOS (CONT.) PROJECT DWY PU A M E L I A S T PRIVATE DWY (1)4 (0)0 (4)1 (1 ) 0 (1 1 8 ) 7 7 (4 9 ) 1 1 3( 2 ) 82 ( 1 5 7 ) 10 ( 4 1 ) 50(25) 0(0) 24(15) (A)A A(B) A(A) (B ) B (B ) B A( A ) (A ) A TABLE 4.4: LOS SUMMARY TABLE BASE YEAR 2038 AND FUTURE YEAR 2038 HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd 50.5 0.54 D 86.0 0.77 F 54.0 0.55 D 96.3 0.77 F 31.4 0.85 C 55.4 0.92 E 33.8 0.86 C 72.8 0.96 E 20.9 0.12 C 32.6 0.47 C 22.7 0.13 C 47.6 0.72 D 37.0 0.22 D 50.8 0.33 D 40.0 0.24 D 57.7 0.34 E 42.1 0.42 D 68.6 0.83 E 46.1 0.48 D 79.5 0.86 E 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 30.3 0.81 C 53.1 0.83 D 43.6 0.91 D 81.5 0.94 F 22.4 0.32 C 45.2 0.26 D 23.3 0.34 C 50.7 0.26 D 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 48.8 0.77 D 78.5 0.92 E 50.8 0.77 D 94.7 0.95 F 24.8 0.69 C 28.4 0.76 C 25.9 0.68 C 30.8 0.75 C 17.9 0.05 B 15.4 0.06 B 18.8 0.05 B 17.0 0.06 B 29.7 -C 48.1 -D 34.9 -C 61.0 -E 2: Pua Melia St & Waikoloa Rd 44.8 0.62 E 70.8 0.59 F 82.0 0.84 F 170.2 0.95 F 9.8 0.01 A 8.5 0.01 A 10.4 0.01 B 8.7 0.01 A 8.2 0.03 A 11.2 0.02 B 8.3 0.03 A 12.2 0.02 B 22.3 0.15 C 20.9 0.12 C 27.5 0.19 D 25.4 0.14 D 5.1 --3.5 --8.7 --7.8 -- 3: Waikoloa Plaza Rd & Waikoloa Rd 17.3 0.20 C 34.7 0.47 D 19.1 0.24 C 44.8 0.56 E 10.1 0.17 B 22.8 0.64 C 10.2 0.17 B 28.7 0.71 D 8.3 0.11 A 12.8 0.35 B 8.4 0.12 A 14.4 0.40 B 2.5 --7.0 --2.5 --8.1 -- 4: Pua Melia St/Paniolo Ave & Waikoloa Rd 5.9 0.11 A 7.4 0.27 A 7.7 0.20 A 9.3 0.35 A 2.1 0.02 A 2.1 0.03 A 2.2 0.02 A 2.3 0.03 A 10.2 0.21 B 11.5 0.59 B 10.2 0.23 B 12.5 0.66 B 7.0 0.21 A 8.8 0.59 A 6.6 0.23 A 9.0 0.66 A 6.7 0.11 A 9.7 0.13 A 6.9 0.15 A 10.0 0.17 B 5.2 0.11 A 7.3 0.13 A 5.6 0.15 A 7.7 0.17 A 3.7 0.09 A 4.1 0.11 A 3.7 0.09 A 4.0 0.11 A 7.6 0.43 A 5.7 0.31 A 9.8 0.49 A 6.1 0.33 A 8.1 0.82 A 3.5 0.50 A 14.8 0.91 B 4.1 0.52 A 7.4 -A 7.4 -A 10.3 -B 8.1 -A 5: Mamalahoa Hwy & Waikoloa Rd ACCELERATION LANE (FUTURE YEAR 2035) 8.5 0.15 A 8.7 0.17 A 8.6 0.16 A 8.8 0.19 A 44.9 0.71 E 117.1 1.01 F*20.1 0.48 C 29.0 0.61 D 11.6 0.24 B 13.7 0.39 B 12.0 0.28 B 14.5 0.45 B 11.6 --21.0 --7.4 --8.8 -- 6: Mamalahoa Hwy & Daniel K. Inouye Hwy 26.2 0.70 C 35.1 0.76 D 26.9 0.71 C 37.4 0.77 D 17.8 0.58 B 24.1 0.77 C 17.8 0.59 B 25.3 0.79 C 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 25.8 0.67 C 29.8 0.78 C 26.4 0.68 C 31.3 0.79 C 18.2 0.39 B 24.5 0.73 C 18.6 0.39 B 26.1 0.75 C 16.5 0.03 B 18.9 0.07 B 16.9 0.04 B 20.0 0.06 C 26.7 0.76 C 33.5 0.70 C 27.1 0.76 C 35.8 0.72 D 19.7 0.64 B 25.0 0.54 C 20.2 0.65 C 26.6 0.56 C 25.6 0.65 C 28.5 0.79 C 26.5 0.69 C 31.9 0.82 C 19.0 0.67 B 17.4 0.52 B 19.1 0.69 B 17.0 0.49 B 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 21.3 -C 25.3 -C 21.6 -C 26.8 -C 7: Project Dwy & Waikoloa Rd 13.2 0.08 B 14.1 0.04 B 10.6 0.03 B 11.9 0.04 B 8.1 0.01 A 8.6 0.02 A 0.9 --0.6 -- 8: Pua Melia St & Project Dwy 0.0 0.00 A 7.6 0.00 A 9.8 0.01 A 9.7 0.01 A 9.5 0.09 A 10.4 0.06 B 7.4 0.01 A 7.7 0.03 A 3.1 --1.9 -- Intersection does not exist under Base Year 2038 conditions. Base Year 2038 Conditions AM PM AM PM Intersection does not exist under Base Year 2038 conditions. OVERALL SB LT/TH/RT WB LT/TH/RT EB LT/TH/RT NB LT/TH/RT OVERALL WB LT NB RT SB RT OVERALL NB LT SB LT SB TH WB TH/RT EB RT WB LT NB RT EB LT EB TH NB LT NB TH OVERALL EB RT EB LT SB RT OVERALL NB LT SB LT/TH WB TH WB LT/TH WB RT EB LT/TH/RT NB RT EB LT NB LT/TH OVERALL WB LT NB RT OVERALL NB LT SB LT/TH/RT WB LT EB LT NB LT/TH/RT SB RT OVERALL SB TH EB RT WB LT WB TH EB TH Intersection NB RT EB LT NB LT NB TH WB RT SB LT Future Year 2038 Conditions 44 4.5 Future Year 2045 By Future Year 2045, the Project is projected to generate a total of 355(472) new external trips during the AM(PM) peak hours of traffic. As stated in Section 3.4.3, several intersections are anticipated to be overcapacity by Base Year 2045, and delay is expected to increase with added trips. 4.5.1 Future Year 2045 Intersection Analysis Traffic operations by Future Year 2045 with the Project are generally anticipated to be similar to Base Year 2045 without Project conditions. The following intersections are forecast to worsen to LOS E/F compared to Base Year 2045 conditions: [1] Queen Kaahumanu Highway/Waikoloa Road/Waikoloa Beach Drive During the AM peak hour, the westbound left-turn is expected to worsen to LOS F and overcapacity. During the AM and PM peak hours, there are several movements that are expected to operate overcapacity similar to Base Year 2045 conditions. Intersection delay is expected to increase by 15(46) seconds during the AM(PM) peak hours. Mitigation is described below. [2] Waikoloa Road/Pua Melia Street (West) During the AM and PM peak hours, the northbound approach is expected to operate at LOS E/F, but under capacity. As traffic increases along Waikoloa Road due to surrounding developments and the proposed projects, vehicles may have a harder time finding gaps in traffic to complete turns from the Pua Melia Street. All movements at this intersection are expected to continue operating under capacity. Additionally, overall intersection delay is projected to increase by 2(3) seconds during the AM(PM) peak hour. Based on a preliminary FHWA MUTCD, Warrant 2, Four- Hour Vehicular Volume traffic signal warrant, a traffic signal is not expected to be warranted under Future year 2045 conditions. Vehicles may also reroute to the Waikoloa Road/Paniolo Road/Pua Melia Street East intersection after the double lane roundabout is constructed to avoid delays at this intersection. Preliminary signal warrants are included in Appendix D. [5] Mamalahoa Highway/Waikoloa Road With the eastbound acceleration lane (proposed in Future Year 2035), the eastbound left-turn is expected to operate at LOS F and overcapacity during the PM peak hour. Mitigation is described below. Figures 4.6 illustrates the Future Year 2045 lane configurations, volumes, and LOS at the study intersections. See Table 4.5 for a summary of the Future Year 2045 delay, v/c ratio, and LOS. LOS worksheets are included in Appendix C. 4.5.2 Future Year 2045 with Mitigation Intersection Analysis The following mitigations were considered to improve traffic conditions in the vicinity of the study intersections. If improvements are not planned to be completed by the State or County, private developers in the area may be required to pay pro-rata share contributions to construct the recommended improvements. 45 [1] Queen Kaahumanu Highway/Waikoloa Road/Waikoloa Beach Drive As discussed in Section 3.4.1, several movements along Queen Kaahumanu Highway are expected to be overcapacity by Base Year 2045. Widening Queen Kaahumanu Highway from two (2) lanes to four (4) lanes is expected to address overcapacity conditions along the highway. However, there are currently no plans to widen the Highway, and the widening was removed from HDOT’s most recent long-range plans. Ultimately, the need for this improvement will be dependent on the progress of background developments in the area and the completion of the Waikoloa Village Second Access. As stated above, if improvements are not planned to be completed by the State or County, private developers in the area may be required to pay pro-rata share contributions to construct the recommended improvements. With the Queen Kaahumanu Highway monitoring, several movements are expected to remain at LOS E/F, but all movements are expected to operate under capacity. [5] Mamalahoa Highway/Waikoloa Road Based on preliminary FHWA MUTCD, Warrant 2, Four-Hour Vehicular Volume traffic signal warrant, a traffic signal is expected to be warranted under Future Year 2045 conditions. With a traffic signal, all movements are expected to operate at LOS C or better during the AM and PM peak hours. As stated above, if improvements are not planned to be completed by the State or County, private developers in the area may be required to pay pro-rata share contributions to construct the recommended improvements. Preliminary signal warrants are included in Appendix D. See Table 4.5 for a summary of the Future Year 2045 with Mitigation delay, v/c ratio, and LOS. LOS worksheets are included in Appendix C. NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N PROJECT AREA DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 8 7 9 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 4.5A 1 4 5 6 X ##(##) Y LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y - AM(PM) VEHICLE VOLUMES 2 3QUEEN KAAHUMANU HWY/WAIKOLOA RD WAIKOLOA RD QU E E N KA A H U M A N U HW Y WAIKOLOA BEACH DR WAIKOLOA RD/PUA MELIA ST (W.) PU A M E L I A S T WAIKOLOA RD/WAIKOLOA PLAZA WA I K O L O A PL A Z A R D MAMALAHOA HWY/DANIEL K. INOUYE HWY DANIEL K. INOUYE HWY MAMALAHOA HWY/WAIKOLOA RD MA M A L A H O A H W Y WAIKOLOA RD WAIKOLOA RD/PANIOLO AVE PU A M E L I A S T PA N I O L O A V E (0)0 (28)4 (0)0 (0)0 (185)35 (46)9 (0)0 (112)26 (58)11 (0 ) 0 (0 ) 0 (1 3 5 ) 2 4 (9 ) 2 0 (0 ) 0 (4 ) 3 (3 1 ) 7 0 (0 ) 0 (8 ) 7 0( 0 ) 0( 0 ) 16 ( 6 8 ) 0( 0 ) 0( 0 ) 0( 0 ) 0( 0 ) 0( 0 ) 0( 0 ) 59(23) 30(13) 111(52) 0(0) 180(79) 2(3) 0(0) 104(50) 4(7) WAIKOLOA RD WAIKOLOA RD WAIKOLOA RD MA M A L A H O A HW Y (4 ) 1 0 (4 ) 3 (166)34 (23)4 172(78) 2(3) (4 3 ) 2 9 (0 ) 0 15 ( 2 3 ) 0( 0 ) (29)23 (55)43 1 (0)0 (0)0 (0)0 (0 ) 0 (2 9 ) 1 6 (0 ) 0 0( 0 ) 30 ( 1 4 ) 13 ( 4 1 ) 13(14) 0(0) 0(0) 6 FY 2045 PROJECT TRIPS ROUNDABOUT NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N PROJECT AREA DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 8 7 9 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 4.5B 7 8 9WAIKOLOA RD/PROJECT DWY PUA MELIA ST/PRIVATE DWY WAIKOLOA RD/PHASE 2 DWY WAIKOLOA RD PR O J E C T D W Y WAIKOLOA RD PH A S E 2 D W Y (62)22 (58)11 (2 2 ) 5 0 (3 0 ) 2 3 58(35) 16(23) 24(36) 20(30) (2 2 ) 5 0 (3 8 ) 3 0 (46)36 (46)9 FY 2045 PROJECT TRIPS (CONT.) PROJECT DWY PU A M E L I A S T PRIVATE DWY (0)0 (0)0 (0)0 (0 ) 0 (0 ) 0 (7 5 ) 1 7 0( 0 ) 0( 0 ) 15 ( 6 5 ) 77(39) 0(0) 36(21) X ##(##) Y LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y - AM(PM) VEHICLE VOLUMES NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. N NOT TO SCALE WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N PROJECT AREA DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 8 7 9 WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 4.6A 1 4 5 6 X ##(##) Y X/X X(X) LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y, OVERALL AM/PM LOS - AM(PM) VEHICLE VOLUMES -AM(PM) LOS 2 3QUEEN KAAHUMANU HWY/WAIKOLOA RD WAIKOLOA RD QU E E N KA A H U M A N U HW Y WAIKOLOA BEACH DR WAIKOLOA RD/PUA MELIA ST (W.) PU A M E L I A S T WAIKOLOA RD/WAIKOLOA PLAZA WA I K O L O A PL A Z A R D MAMALAHOA HWY/DANIEL K. INOUYE HWY DANIEL K. INOUYE HWY MAMALAHOA HWY/WAIKOLOA RD MA M A L A H O A H W Y WAIKOLOA RD WAIKOLOA RD/PANIOLO AVE PU A M E L I A S T PA N I O L O A V E (102)51 (308)68 (26)34 (12)5 (842)181 (140)37 (457)69 (386)146 (122)40 (4 4 ) 2 8 (1 1 9 9 ) 6 3 5 (6 5 8 ) 1 2 3 (4 5 ) 1 2 0 (2 ) 0 (3 2 ) 2 9 (4 4 ) 8 0 (1 8 0 ) 7 2 (4 6 ) 3 5 73 ( 1 0 4 ) 10 7 8 ( 1 1 2 1 ) 41 ( 2 0 8 ) 17 ( 1 2 ) 2( 0 ) 15 ( 1 5 ) 41 0 ( 2 5 9 ) 61 ( 1 1 3 ) 38 2 ( 2 9 0 ) 261(118) 351(185) 484(235) 13(14) 738(409) 30(12) 204(317) 293(203) 32(46) WAIKOLOA RD WAIKOLOA RD WAIKOLOA RD MA M A L A H O A HW Y (1 0 0 ) 7 7 (3 1 4 ) 1 3 5 (716)167 (158)57 718(318) 128(234) (3 7 4 ) 2 7 5 (4 0 7 ) 2 3 4 17 3 ( 1 9 0 ) 33 1 ( 3 7 1 ) (239)228 (440)362 (F ) F (F * ) C (D ) B (D)E (F)E F*(E) E(D) F( F ) F* ( F * ) B( B ) 1 F/F (F ) E (A)A A(B) C( C ) (D ) C (C ) A A(B) (B)B A( A ) (B ) A (F*)E (D)C C( E ) FY 2045 LANE CONFIGURATION, VOLUMES, AND LOS (B ) A (A ) A (B)A A(B) A(A) A(A) B( A ) (184)93 (264)108 (122)73 (1 1 3 ) 1 1 0 (4 4 9 ) 2 9 2 (1 6 0 ) 2 7 15 7 ( 1 1 9 ) 39 4 ( 3 9 1 ) 14 1 ( 3 0 1 ) 154(162) 198(133) 122(75) (D ) C (D ) B (E)D (D)C (C)C C(D) C(D) C( C ) 6 C/D A(A) (A)A A( A ) (A ) A ROUNDABOUT WAIKO L O A R O A D WAIKO L O A R O A D QU E E N K A A H U M A N U H I G H W A Y MA M A L A H O A H I G H W A Y DA N I E L K . I N O U Y E HI G H W A Y EXT E N S I O N PROJECT AREA DANIEL K. INOUYE HIGHWAY PUA MELIA STREET 5 2 3 4 6 1 8 7 9 N NOT TO SCALE NOTE: THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY. DO NOT USE FOR CONSTRUCTION. WAIKOLOA GREEN TIAR AustinTsutsumi & A S S O C I A T E S , I N C . Engineers & Surveyors FIGURE 4.6B X ##(##) Y X/X X(X) LEGEND - UNSIGNALIZED INTERSECTION X - SIGNALIZED INTERSECTION Y, OVERALL AM/PM LOS - AM(PM) VEHICLE VOLUMES -AM(PM) LOS 7 8 9WAIKOLOA RD/PROJECT DWY PUA MELIA ST/PRIVATE DWY WAIKOLOA RD/PHASE 2 DWY WAIKOLOA RD PR O J E C T D W Y WAIKOLOA RD PH A S E 2 D W Y (660)549 (58)11 (2 2 ) 5 0 (3 0 ) 2 3 471(541) 16(23) 428(534) 20(30) (2 2 ) 5 0 (3 8 ) 3 0 (644)563 (46)9 A(A) FY 2045 LANE CONFIGURATION, VOLUMES, AND LOS (CONT.) PROJECT DWY PU A M E L I A S T PRIVATE DWY (1)4 (0)0 (4)1 (1 ) 0 (1 9 9 ) 1 0 1 (7 5 ) 1 7 3( 2 ) 10 5 ( 1 9 9 ) 15 ( 6 5 ) 77(39) 0(0) 36(21) (B)B B(B) (C ) C (B ) B A(A) (B ) B (C ) C A( A ) (A ) A TABLE 4.5: LOS SUMMARY TABLE BASE YEAR 2045, FUTURE YEAR 2045, AND FUTURE YEAR 2045 WITH MITIGATION HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd HIGHWAY WIDENING 82.4 0.67 F 87.1 0.77 F 82.6 0.67 F 91.7 0.77 F 61.4 0.60 E 91.7 0.77 F 25.1 0.71 C >300 1.58 F*26.7 0.73 C >300 1.86 F*22.6 0.49 C 65.0 0.98 E 14.2 0.06 B 26.2 0.44 C 15.2 0.08 B 46.6 0.77 D 18.4 0.09 B 46.6 0.77 D 59.6 0.32 E 45.4 0.35 D 59.8 0.35 E 46.6 0.32 D 44.9 0.28 D 46.5 0.32 D 72.5 0.70 E 79.7 0.91 E 72.6 0.71 E 90.5 0.93 F 54.4 0.65 D 90.5 0.93 F 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 67.2 0.90 E 47.9 0.78 D 147.4 1.17 F* 58.9 0.88 E 47.0 0.89 D 58.8 0.88 E 55.9 0.80 E 50.1 0.45 D 61.8 0.86 E 48.5 0.41 D 33.2 0.66 C 48.5 0.41 D 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 83.2 0.66 F 75.6 0.86 E 85.0 0.77 F 85.6 0.90 F 66.2 0.74 E 85.6 0.90 F 119.2 1.17 F*156.6 1.25 F*120.5 1.18 F*190.6 1.32 F*27.2 0.80 C 30.1 0.70 C 14.2 0.05 B 16.3 0.07 B 14.3 0.05 B 19.4 0.07 B 17.7 0.05 B 19.4 0.07 B 75.7 -E 171.7 -F 90.2 -F 217.3 -F 31.9 -C 54.2 -D 2: Pua Melia St & Waikoloa Rd 21.5 0.39 C 32.4 0.36 D 36.8 0.60 E 87.7 0.71 F 8.8 0.01 A 8.1 0.01 A 9.5 0.01 A 8.3 0.01 A 7.9 0.02 A 10.0 0.01 B 8.0 0.03 A 11.4 0.02 B 15.1 0.09 C 15.3 0.08 C 19.4 0.13 C 19.6 0.11 C 3.7 --2.3 --5.4 --5.0 -- 3: Waikoloa Plaza Rd & Waikoloa Rd 14.8 0.17 B 25.0 0.37 D 16.8 0.22 C 33.9 0.47 D 9.5 0.15 A 17.3 0.54 C 9.7 0.16 A 22.7 0.64 C 7.9 0.10 A 10.9 0.29 B 8.0 0.11 A 12.7 0.35 B 3.1 --6.6 --2.8 --7.3 -- 4: Pua Melia St/Paniolo Ave & Waikoloa Rd 6.3 0.17 A 9.1 0.45 A 8.6 0.32 A 12.7 0.60 B 2.9 0.02 A 2.6 0.03 A 3.1 0.03 A 3.1 0.03 A 12.2 0.13 B 13.2 0.55 B 12.9 0.15 B 14.5 0.64 B 7.8 0.25 A 9.4 0.55 A 8.0 0.32 A 12.7 0.74 B 6.0 0.11 A 9.0 0.14 A 6.3 0.18 A 10.3 0.21 B 4.8 0.11 A 7.0 0.14 A 5.3 0.18 A 8.4 0.21 A 3.7 0.14 A 4.1 0.21 A 3.7 0.14 A 3.9 0.21 A 7.3 0.54 A 6.0 0.48 A 10.0 0.63 B 7.0 0.52 A 3.8 0.47 A 3.6 0.33 A 6.0 0.56 A 4.2 0.37 A 5.8 -A 7.7 -A 7.3 -A 9.6 -A 5: Mamalahoa Hwy & Waikoloa Rd ACCELERATION LANE (FUTURE YEAR 2035) SIGNALIZED 9.1 0.23 A 9.8 0.33 A 9.2 0.26 A 10.1 0.37 B 12.0 0.54 B 15.4 0.70 B 5.7 0.26 A 6.1 0.38 A 233.0 1.32 F*>300 >2.00 F*40.1 0.73 E 157.4 1.17 F*19.0 0.72 B 28.6 0.78 C 16.4 0.53 C 21.9 0.67 C 18.2 0.60 C 27.4 0.77 D 15.4 0.29 B 23.9 0.43 C 6.4 0.39 A 6.0 0.37 A 41.4 --118.1 --12.8 --29.2 --10.7 -B 13.3 -B Base Year 2045 Conditions AM PM OVERALL SB TH EB RT EB LT OVERALL NB LT NB TH SB LT/TH SB RT WB RT WB TH WB LT/TH EB LT EB LT/TH/RT NB LT/TH NB RT OVERALL WB LT NB RT OVERALL NB LT SB LT/TH/RT WB LT EB LT NB LT/TH/RT WB LT SB RT OVERALL WB RT SB LT SB TH AM PM NB LT NB TH Intersection Future Year 2045 Conditions AM PM Future Year 2045 with Mitigation No proposed mitigation See Future Year 2045 No proposed mitigation See Future Year 2045 No proposed mitigation See Future Year 2045 NB RT EB LT EB TH WB TH EB RT HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS HCM Delay v/c Ratio LOS Base Year 2045 Conditions AM PM AM PM Intersection Future Year 2045 Conditions AM PM Future Year 2045 with Mitigation 6: Mamalahoa Hwy & Daniel K. Inouye Hwy (SIGNALIZED) 32.4 0.78 C 45.6 0.79 D 33.3 0.78 C 50.4 0.79 D 19.1 0.62 B 42.9 0.90 D 19.7 0.64 B 54.4 0.94 D 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 34.2 0.78 C 53.5 0.84 D 35.1 0.77 D 67.5 0.89 E 22.7 0.45 C 33.2 0.81 C 23.6 0.45 C 36.9 0.82 D 20.5 0.06 C 24.9 0.08 C 21.1 0.04 C 26.8 0.07 C 31.3 0.78 C 46.0 0.78 D 32.2 0.78 C 50.2 0.78 D 24.6 0.71 C 35.3 0.67 D 25.6 0.71 C 36.4 0.64 D 30.7 0.77 C 46.0 0.87 D 30.9 0.78 C 58.1 0.91 E 20.8 0.78 C 20.3 0.60 C 21.2 0.79 C 20.3 0.58 C 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 24.7 -C 37.9 -D 25.3 -C 45.0 -D 7: Project Dwy & Waikoloa Rd 17.1 0.15 C 18.4 0.08 C 12.6 0.05 B 14.5 0.08 B 8.8 0.02 A 9.4 0.03 A 1.1 --0.8 -- 8: Pua Melia St & Project Dwy 0.0 0.00 A 7.7 0.00 A 10.4 0.01 B 10.4 0.01 B 10.1 0.15 B 12.2 0.12 B 7.5 0.01 A 8.0 0.06 A 3.6 --2.2 -- 9: Phase 2 Driveway & Waikoloa Rd 16.9 0.15 C 18.3 0.08 C 12.9 0.07 B 14.4 0.10 B 8.8 0.02 A 9.4 0.04 A 1.3 --0.9 -- Intersection does not exist under Base Year 2045 conditions. Intersection does not exist under Base Year 2045 conditions. Intersection does not exist under Base Year 2045 conditions. OVERALL WB LT NB RT OVERALL NB LT SB LT/TH/RT WB LT/TH/RT EB LT/TH/RT NB LT/TH/RT OVERALL WB LT NB RT OVERALL NB LT SB TH SB RT WB TH/RT SB LT EB RT WB LT EB LT EB TH NB TH NB RT NB LT No proposed mitigation See Future Year 2045 No proposed mitigation See Future Year 2045 No proposed mitigation See Future Year 2045 No proposed mitigation See Future Year 2045 52 5. CONCLUSION The Project proposes to develop approximately 400 multi-family units and a clubhouse on a 14.9- acre lot and approximately 275 family agricultural lots and 11 A-10a lots on approximately 523 acres. The remainder of the parcel (approximately 178.7 acres) will not be developed with the Project or will remain as agricultural and/or open/recreational space. Access to the site is proposed via two (2) accesses along Waikoloa Road and a secondary access along Pua Melia Street. The Project is anticipated to be phased as follows • Phase 1 (Year 2035): 400 multi-family units, clubhouse, and 11 A-10a lots. The makai Project Driveway along Waikoloa Road and the Project Driveway along Pua Melia Street will be constructed. • Phase 2 (Year 2038): 100 family agricultural lots • Phase 3 (Year 2045): 175 family agricultural lots. The mauka Project Driveway along Waikoloa Road will be constructed. 5.1 Existing Conditions Queen Kaahumanu Highway and Mamalahoa Highway provide regional connectivity between Kohala to the north and Kailua-Kona to the south. Mamalahoa Highway also serves vehicles heading to/from Hilo via Daniel K. Inouye Highway as well as Saddle Road. Traffic was generally observed to be heavier coming from Hilo during the AM peak hour and heavier traveling towards Hilo during the PM peak hour. During the AM peak, heavy queues were observed at the westbound left-turn from Waikoloa Road onto Queen Kaahumanu Highway, but these generally cleared within one cycle. Waikoloa Road is the primary access for the Waikoloa community and provides connectivity between Queen Kaahumanu Highway and Mamalahoa Highway. Traffic along Waikoloa Road was observed to be generally free flowing. However, notable queuing was observed at the unsignalized Waikoloa Road/Paniolo Avenue/Pua Melia Street intersection. During the AM peak hour, frequent platoons of five (5) to 10 vehicles were observed at the southbound right-turn from Paniolo Avenue, and queues of up to five (5) vehicles were observed for the southbound left-turn. During the PM peak hour, queues ranging from three (3) to eight (8) vehicles occurred at the southbound left-turn from Paniolo Avenue and at the eastbound left-turn from Waikoloa Road. 5.2 Base Year Conditions Traffic projections at the study intersections were based upon traffic generated from known background projects in the region. Development timelines for the background projects were determined based on the best available information at the time of this study. In addition to background development traffic, annual growth rates of 1.1%, 2.7%, and 0.6% were applied to Queen Kaahumanu Highway, Mamalahoa Highway, and Daniel K. Inouye Highway, respectively, to account for future growth along the roadways resulting from future population and development changes outside of the immediate study area. The following roadway improvement projects were also expected to be completed under Base Year conditions based on the best information available at the time of this study: • Waikoloa Road/Paniolo Avenue Roundabout – Completed by Base Year 2035 53 • Daniel K. Inouye Highway Extension - Completed by Base Year 2035 • Waikoloa Village Second Access – Completed by Base Year 2045 These roadway improvement projects are expected to result in rerouted traffic within the region, generally resulting in a reduction in traffic along Waikoloa Road. Under Base Year 2035 conditions, various minor street and/or left-turn movements at the study intersections are anticipated to operate at LOS E or F with the anticipated increase in traffic volumes due to the surrounding developments. However, all movements are expected to operate under capacity by Base Year 2035 with the construction of a traffic signal at the Mamalahoa Highway/Daniel K. Inouye Highway intersection. A new EIS for the Daniel K. Inouye Highway Extension is expected to be funded, and an appropriate intersection design (e.g., traffic signal, roundabout, grade-separated intersection, etc.) will be determined through that study. Under Base Year 2038 conditions, the eastbound left-turn at the Mamalahoa Highway/Waikoloa Road intersection is expected to operate overcapacity during the PM peak hour. the overcapacity conditions are expected to be a result of traffic increases along Waikoloa Road and Mamalahoa Highway due to surrounding developments; vehicles may have a harder time finding gaps in traffic to complete turns from Waikoloa Road. There are currently no plans, but constructing an eastbound left-turn acceleration lane or traffic signal (if warranted) could help to improve operations for the eastbound left-turn. Under Base Year 2045 conditions, Queen Kaahumanu Highway is expected to operate at overcapacity conditions in the northbound and southbound directions. The overcapacity conditions along the highway are expected to be a result of traffic shifting to the proposed Waikoloa Village Second Access located further north of Waikoloa Road along Queen Kaahumanu Highway and the associated development within Waikoloa Village. There are currently no plans to widen Queen Kaahumanu Highway in the vicinity of Waikoloa Road despite projected overcapacity conditions in long range plans. 5.3 Future Year Conditions Upon full completion, the Project is projected to generate a total of 355(472) new external trips during the AM(PM) peak hours of traffic. With these project trips added to the traffic network, each study intersection is expected to operate similar to Base Year conditions, with generally minor increases to overall intersection delay. However, some movements at the Queen Kaahumanu Highway/Waikoloa Road intersection and the Mamalahoa Highway/Waikoloa Road intersection are overcapacity under Base Year 2038 and 2045 conditions, and the added Project trips are expected to increase delay for those approaches. At the Mamalahoa Highway/Waikoloa Road intersection, an acceleration lane for the eastbound left-turn is proposed under Future Year 2035 conditions. While aerial imagery suggests that this could be achieved through restriping the existing roadway, a feasibility study would be needed to determine if additional modifications, such as roadway widening or grading, are necessary. With the eastbound acceleration lane, all movements at the intersection are expected to operate at LOS C or better and under capacity. At this intersection, based on preliminary FHWA MUTCD, Warrant 2, Four-Hour Vehicular Volume traffic signal warrant, a traffic signal is expected to be warranted under Future Year 2045 conditions. With a traffic signal, all movements are expected to operate at LOS C or better during the AM and PM peak hours. If improvements are not planned to be completed by the State or County, private developers in the area may be required to pay 54 pro-rata share contributions to construct the recommended improvements (i.e., construct an acceleration lane or traffic signal). To mitigate the overcapacity conditions resulting from surrounding background development and Project trip growth, widening Queen Kaahumanu Highway from two (2) to four (4) lanes is proposed under Future Year 2045 conditions. If improvements are not planned to be completed by the State or County, private developers in the area may be required to pay pro-rata share contributions to construct the recommended improvements (i.e., widening the highway). The extent of widening should ultimately be studied prior to the completion of the Waikoloa Village Second Access but may extend south of the Waikoloa Road/Waikoloa Beach Drive intersection to the proposed second access intersection. With the widening, all movements at the Queen Kaahumanu Highway/Waikoloa Road/Waikoloa Beach Drive intersection are expected to operate under capacity. 55 6. RECOMMENDATIONS The improvements described below are proposed to mitigate operation issues expected to occur in the study area. If these mitigative measures are not planned to be completed by the State or County, private developers in the area may be required to pay pro-rata share contributions to construct the recommended improvements. The timeline for these improvements will ultimately depend on actual growth within the study region. 6.1 Future Year 2035 To mitigate operational issues expected to occur by 2035, the following improvement is proposed: [5] Mamalahoa Highway/Waikoloa Road • Construct an eastbound left-turn acceleration lane on Mamalahoa Highway. 6.2 Future Year 2045 To mitigate operational issues expected to occur by 2045, the following improvement is proposed: [1] Queen Kaahumanu Highway/Waikoloa Road/Waikoloa Beach Drive • Widen Queen Kaahumanu Highway from two (2) to four (4) lanes in the vicinity of Waikoloa Road. [5] Mamalahoa Highway/Waikoloa Road • Install a traffic signal when warranted. 56 7. REFERENCES 1. Bowers + Kubota Consulting, Inc., Waikoloa Road/Paniolo Avenue Roundabout Draft Environmental Assessment, February 2024. 2. Institute of Transportation Engineers, Trip Generation, 11th Edition, 2021. 3. Institute of Transportation Engineers, Trip Generation Handbook, 3rd Edition, 2017. 4. PBR Hawaii, Waikoloa Public Library Final Environmental Assessment, May 2024. 5. State of Hawaii Department of Transportation Highways Division, Federal-Aid Highways 2035 Transportation Plan for the District of Hawaii, July 2014. 6. Transportation Research Board, Highway Capacity Manual, 7th Edition, 2022. 7. U.S. Department of Transportation Federal Highway Administration Central Federal Lands Highway Division and State of Hawaii Department of Transportation Highways Division, Saddle Road Extension Draft Environment Impact Statement, April 2017. 8. AECOM, Waikolo Light Industrial Center Transportation Impact Assessment Report, September 2023. A P P E N D I C E S APPENDIX A LEVEL OF SERVICE CRITERIA LEVEL OF SERVICE (LOS) CRITERIA VEHICULAR LEVEL OF SERVICE FOR SIGNALIZED INTERSECTIONS (HCM 7th Edition) Level of service for vehicles at signalized intersections is directly related to delay values and is assigned on that basis. Level of Service is a measure of the acceptability of delay values to motorists at a given intersection. The criteria are given in the table below. Level-of Service Criteria for Signalized Intersections Control Delay per Level of Service Vehicle (sec./veh.) A < 10.0 B >10.0 and ≤ 20.0 C >20.0 and ≤ 35.0 D >35.0 and ≤ 55.0 E >55.0 and ≤ 80.0 F > 80.0 Delay is a complex measure, and is dependent on a number of variables, including the quality of progression, the cycle length, the green ratio, and the v/c ratio for the lane group or approach in question. VEHICULAR LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS (HCM 7th Edition) The level of service criteria for vehicles at unsignalized intersections is defined as the average control delay, in seconds per vehicle. LOS delay threshold values are lower for two-way stop-controlled (TWSC) and all-way stop- controlled (AWSC) intersections than those of signalized intersections. This is because more vehicles pass through signalized intersections, and therefore, drivers expect and tolerate greater delays. While the criteria for level of service for TWSC and AWSC intersections are the same, procedures to calculate the average total delay may differ. Level of Service Criteria for Two-Way Stop-Controlled Intersections Level of Service Average Control Delay (sec/veh) A ≤ 10 B >10 and ≤15 C >15 and ≤25 D >25 and ≤35 E >35 and ≤50 F > 50 APPENDIX B TRAFFIC COUNT DATA File Name : Queen Kaahumanu Hwy - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 1 Groups Printed- Motorcycles - Cars & Light Goods - Buses - Unit Trucks - Articulated Trucks - Bicycles on Road - Bicycles on Crosswalk - Pedestrians QUEEN KAAHUMANU HWY Southbound WAIKOLOA RD Westbound QUEEN KAAHUMANU HWY Northbound WAIKOLOA RD Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 06:45 AM 16 78 18 0 89 27 39 0 3 51 29 0 3 11 4 2 370 Total 16 78 18 0 89 27 39 0 3 51 29 0 3 11 4 2 370 07:00 AM 21 76 18 0 73 13 28 0 0 78 25 0 7 6 5 0 350 07:15 AM 22 67 12 0 104 31 50 0 8 59 33 0 11 5 7 0 409 07:30 AM 24 75 14 0 79 18 57 2 10 68 28 0 11 3 7 0 396 07:45 AM 7 85 14 0 80 30 43 0 4 58 29 0 7 6 5 0 368 Total 74 303 58 0 336 92 178 2 22 263 115 0 36 20 24 0 1523 08:00 AM 23 79 13 0 75 8 45 0 1 56 14 0 9 13 5 0 341 08:15 AM 20 88 11 0 105 14 38 0 2 70 22 0 23 10 8 0 411 08:30 AM 13 79 15 0 67 5 36 0 2 55 37 0 15 9 6 0 339 Grand Total 146 627 115 0 672 146 336 2 30 495 217 0 86 63 47 2 2984 Apprch %16.4 70.6 13 0 58.1 12.6 29.1 0.2 4 66.7 29.2 0 43.4 31.8 23.7 1 Total %4.9 21 3.9 0 22.5 4.9 11.3 0.1 1 16.6 7.3 0 2.9 2.1 1.6 0.1 Motorcycles 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 % Motorcycles 0 0.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cars & Light Goods 130 575 107 0 641 143 310 0 27 434 187 0 82 60 44 0 2740 % Cars & Light Goods 89 91.7 93 0 95.4 97.9 92.3 0 90 87.7 86.2 0 95.3 95.2 93.6 0 91.8 Buses 1 1 3 0 9 1 2 0 1 2 8 0 0 1 1 0 30 % Buses 0.7 0.2 2.6 0 1.3 0.7 0.6 0 3.3 0.4 3.7 0 0 1.6 2.1 0 1 Single-Unit Trucks 7 21 5 0 17 0 13 0 1 33 16 0 0 1 0 0 114 % Single-Unit Trucks 4.8 3.3 4.3 0 2.5 0 3.9 0 3.3 6.7 7.4 0 0 1.6 0 0 3.8 Articulated Trucks 8 28 0 0 5 0 11 0 1 26 6 0 0 0 0 0 85 % Articulated Trucks 5.5 4.5 0 0 0.7 0 3.3 0 3.3 5.3 2.8 0 0 0 0 0 2.8 Bicycles on Road 0 1 0 0 0 2 0 0 0 0 0 0 4 1 2 0 10 % Bicycles on Road 0 0.2 0 0 0 1.4 0 0 0 0 0 0 4.7 1.6 4.3 0 0.3 Bicycles on Crosswalk 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 % Bicycles on Crosswalk 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.1 Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Queen Kaahumanu Hwy - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 2 QUEEN KAAHUMANU HWY Southbound WAIKOLOA RD Westbound QUEEN KAAHUMANU HWY Northbound WAIKOLOA RD Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 21 76 18 0 115 73 13 28 0 114 0 78 25 0 103 7 6 5 0 18 350 07:15 AM 22 67 12 0 101 104 31 50 0 185 8 59 33 0 100 11 5 7 0 23 409 07:30 AM 24 75 14 0 113 79 18 57 2 156 10 68 28 0 106 11 3 7 0 21 396 07:45 AM 7 85 14 0 106 80 30 43 0 153 4 58 29 0 91 7 6 5 0 18 368 Total Volume 74 303 58 0 435 336 92 178 2 608 22 263 115 0 400 36 20 24 0 80 1523 % App. Total 17 69.7 13.3 0 55.3 15.1 29.3 0.3 5.5 65.8 28.8 0 45 25 30 0 PHF .771 .891 .806 .000 .946 .808 .742 .781 .250 .822 .550 .843 .871 .000 .943 .818 .833 .857 .000 .870 .931 QUEEN KAAHUMANU HWY W A I K O L O A R D W A I K O L O A R D QUEEN KAAHUMANU HWY Right 58 Thru 303 Left 74 Peds 0 InOut Total 477 435 912 Out 0 In 0 Total 0 Rig h t 17 8 Th r u 92 Le f t 33 6 Pe d s 2 Ou t To t a l In 20 9 60 8 81 7 Ou t 0 In 0 To t a l 0 Left 22 Thru 263 Right 115 Peds 0 Out TotalIn 663 400 1063 Out 0 In 0 Total0 Le f t 36 Th r u 20 Ri g h t 24 Pe d s 0 To t a l Ou t In 17 2 80 25 2 Ou t 0 In 0 To t a l 0 Peak Hour Begins at 07:00 AM Motorcycles Cars & Light Goods Buses Single-Unit Trucks Articulated Trucks Bicycles on Road Bicycles on Crosswalk Pedestrians Peak Hour Data North Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Queen Kaahumanu Hwy - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 1 Groups Printed- Motorcycles - Cars & Light Goods - Buses - Unit Trucks - Articulated Trucks - Bicycles on Road - Bicycles on Crosswalk - Pedestrians QUEEN KAAHUMANU HWY Southbound WAIKOLOA RD Westbound QUEEN KAAHUMANU HWY Northbound WAIKOLOA RD Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 03:00 PM 37 127 17 0 52 11 22 0 5 113 101 0 27 23 3 0 538 03:15 PM 44 108 24 0 47 17 20 0 7 97 111 0 25 30 3 0 533 03:30 PM 55 130 21 0 55 4 24 0 9 117 96 0 21 16 3 0 551 03:45 PM 49 113 16 0 70 21 28 0 9 92 93 0 13 14 5 0 523 Total 185 478 78 0 224 53 94 0 30 419 401 0 86 83 14 0 2145 04:00 PM 51 96 20 0 45 9 24 0 9 112 93 0 18 20 9 0 506 04:15 PM 49 107 19 0 47 16 35 0 5 121 83 0 23 20 6 0 531 04:30 PM 41 100 13 0 38 10 26 0 6 98 73 0 25 18 11 0 459 04:45 PM 40 94 21 0 43 15 27 0 4 120 70 0 11 14 9 0 468 Total 181 397 73 0 173 50 112 0 24 451 319 0 77 72 35 0 1964 Grand Total 366 875 151 0 397 103 206 0 54 870 720 0 163 155 49 0 4109 Apprch %26.3 62.9 10.8 0 56.2 14.6 29.2 0 3.3 52.9 43.8 0 44.4 42.2 13.4 0 Total %8.9 21.3 3.7 0 9.7 2.5 5 0 1.3 21.2 17.5 0 4 3.8 1.2 0 Motorcycles 2 0 1 0 0 0 1 0 0 3 0 0 0 0 0 0 7 % Motorcycles 0.5 0 0.7 0 0 0 0.5 0 0 0.3 0 0 0 0 0 0 0.2 Cars & Light Goods 356 861 149 0 387 102 203 0 53 850 698 0 162 154 48 0 4023 % Cars & Light Goods 97.3 98.4 98.7 0 97.5 99 98.5 0 98.1 97.7 96.9 0 99.4 99.4 98 0 97.9 Buses 1 1 1 0 4 0 2 0 1 6 7 0 0 0 0 0 23 % Buses 0.3 0.1 0.7 0 1 0 1 0 1.9 0.7 1 0 0 0 0 0 0.6 Single-Unit Trucks 3 9 0 0 6 1 0 0 0 6 8 0 1 1 1 0 36 % Single-Unit Trucks 0.8 1 0 0 1.5 1 0 0 0 0.7 1.1 0 0.6 0.6 2 0 0.9 Articulated Trucks 4 4 0 0 0 0 0 0 0 5 7 0 0 0 0 0 20 % Articulated Trucks 1.1 0.5 0 0 0 0 0 0 0 0.6 1 0 0 0 0 0 0.5 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Queen Kaahumanu Hwy - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 2 QUEEN KAAHUMANU HWY Southbound WAIKOLOA RD Westbound QUEEN KAAHUMANU HWY Northbound WAIKOLOA RD Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 03:15 PM to 04:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:15 PM 03:15 PM 44 108 24 0 176 47 17 20 0 84 7 97 111 0 215 25 30 3 0 58 533 03:30 PM 55 130 21 0 206 55 4 24 0 83 9 117 96 0 222 21 16 3 0 40 551 03:45 PM 49 113 16 0 178 70 21 28 0 119 9 92 93 0 194 13 14 5 0 32 523 04:00 PM 51 96 20 0 167 45 9 24 0 78 9 112 93 0 214 18 20 9 0 47 506 Total Volume 199 447 81 0 727 217 51 96 0 364 34 418 393 0 845 77 80 20 0 177 2113 % App. Total 27.4 61.5 11.1 0 59.6 14 26.4 0 4 49.5 46.5 0 43.5 45.2 11.3 0 PHF .905 .860 .844 .000 .882 .775 .607 .857 .000 .765 .944 .893 .885 .000 .952 .770 .667 .556 .000 .763 .959 QUEEN KAAHUMANU HWY W A I K O L O A R D W A I K O L O A R D QUEEN KAAHUMANU HWY Right 81 Thru 447 Left 199 Peds 0 InOut Total 591 727 1318 Out 0 In 0 Total 0 Rig h t 96 Th r u 51 Le f t 21 7 Pe d s 0 Ou t To t a l In 67 2 36 4 10 3 6 Ou t 0 In 0 To t a l 0 Left 34 Thru 418 Right 393 Peds 0 Out TotalIn 684 845 1529 Out 0 In 0 Total0 Le f t 77 Th r u 80 Ri g h t 20 Pe d s 0 To t a l Ou t In 16 6 17 7 34 3 Ou t 0 In 0 To t a l 0 Peak Hour Begins at 03:15 PM Motorcycles Cars & Light Goods Buses Single-Unit Trucks Articulated Trucks Bicycles on Road Bicycles on Crosswalk Pedestrians Peak Hour Data North Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Pua Melia St - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 1 Groups Printed- Motorcycles - Cars & Light Goods - Buses - Unit Trucks - Articulated Trucks - Bicycles on Road - Bicycles on Crosswalk - Pedestrians PUA MELIA ST Southbound WAIKOLOA RD Westbound PUA MELIA ST Northbound WAIKOLOA RD Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 06:45 AM 5 0 1 0 0 113 2 0 4 1 0 0 0 57 1 0 184 Total 5 0 1 0 0 113 2 0 4 1 0 0 0 57 1 0 184 07:00 AM 5 1 6 0 0 138 0 0 7 0 1 0 0 40 3 0 201 07:15 AM 1 0 3 0 2 167 4 0 5 0 1 0 0 62 1 0 246 07:30 AM 3 0 8 1 2 131 3 0 6 0 1 0 3 62 0 0 220 07:45 AM 6 0 0 2 2 142 6 0 8 0 1 0 2 54 4 2 229 Total 15 1 17 3 6 578 13 0 26 0 4 0 5 218 8 2 896 08:00 AM 2 0 6 1 1 134 5 0 7 0 1 0 0 37 2 3 199 08:15 AM 4 0 4 1 0 113 2 0 2 0 0 1 1 56 4 1 189 08:30 AM 5 0 4 1 0 100 6 0 4 0 0 1 0 61 1 0 183 Grand Total 31 1 32 6 7 1038 28 0 43 1 5 2 6 429 16 6 1651 Apprch %44.3 1.4 45.7 8.6 0.7 96.7 2.6 0 84.3 2 9.8 3.9 1.3 93.9 3.5 1.3 Total %1.9 0.1 1.9 0.4 0.4 62.9 1.7 0 2.6 0.1 0.3 0.1 0.4 26 1 0.4 Motorcycles 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 % Motorcycles 0 0 0 0 0 0.2 0 0 0 0 0 0 0 0 0 0 0.1 Cars & Light Goods 31 0 32 0 6 983 28 0 42 0 5 0 6 387 13 0 1533 % Cars & Light Goods 100 0 100 0 85.7 94.7 100 0 97.7 0 100 0 100 90.2 81.2 0 92.9 Buses 0 0 0 0 1 13 0 0 0 0 0 0 0 7 3 0 24 % Buses 0 0 0 0 14.3 1.3 0 0 0 0 0 0 0 1.6 18.8 0 1.5 Single-Unit Trucks 0 0 0 0 0 28 0 0 1 0 0 0 0 23 0 0 52 % Single-Unit Trucks 0 0 0 0 0 2.7 0 0 2.3 0 0 0 0 5.4 0 0 3.1 Articulated Trucks 0 0 0 0 0 12 0 0 0 0 0 0 0 11 0 0 23 % Articulated Trucks 0 0 0 0 0 1.2 0 0 0 0 0 0 0 2.6 0 0 1.4 Bicycles on Road 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0 3 % Bicycles on Road 0 100 0 0 0 0 0 0 0 100 0 0 0 0.2 0 0 0.2 Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 % Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0.1 Pedestrians 0 0 0 6 0 0 0 0 0 0 0 1 0 0 0 6 13 % Pedestrians 0 0 0 100 0 0 0 0 0 0 0 50 0 0 0 100 0.8 Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Pua Melia St - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 2 PUA MELIA ST Southbound WAIKOLOA RD Westbound PUA MELIA ST Northbound WAIKOLOA RD Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 06:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 5 1 6 0 12 0 138 0 0 138 7 0 1 0 8 0 40 3 0 43 201 07:15 AM 1 0 3 0 4 2 167 4 0 173 5 0 1 0 6 0 62 1 0 63 246 07:30 AM 3 0 8 1 12 2 131 3 0 136 6 0 1 0 7 3 62 0 0 65 220 07:45 AM 6 0 0 2 8 2 142 6 0 150 8 0 1 0 9 2 54 4 2 62 229 Total Volume 15 1 17 3 36 6 578 13 0 597 26 0 4 0 30 5 218 8 2 233 896 % App. Total 41.7 2.8 47.2 8.3 1 96.8 2.2 0 86.7 0 13.3 0 2.1 93.6 3.4 0.9 PHF .625 .250 .531 .375 .750 .750 .865 .542 .000 .863 .813 .000 1.00 .000 .833 .417 .879 .500 .250 .896 .911 PUA MELIA ST W A I K O L O A R D W A I K O L O A R D PUA MELIA ST Right 17 Thru 1 Left 15 Peds 3 InOut Total 18 36 54 Out 0 In 0 Total 0 Rig h t 13 Th r u 57 8 Le f t 6 Pe d s 0 Ou t To t a l In 23 7 59 7 83 4 Ou t 0 In 0 To t a l 0 Left 26 Thru 0 Right 4 Peds 0 Out TotalIn 15 30 45 Out 0 In 0 Total0 Le f t 5 Th r u 21 8 Ri g h t 8 Pe d s 2 To t a l Ou t In 62 1 23 3 85 4 Ou t 0 In 0 To t a l 0 Peak Hour Begins at 07:00 AM Motorcycles Cars & Light Goods Buses Single-Unit Trucks Articulated Trucks Bicycles on Road Bicycles on Crosswalk Pedestrians Peak Hour Data North Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Pua Melia St - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 1 Groups Printed- Motorcycles - Cars & Light Goods - Buses - Unit Trucks - Articulated Trucks - Bicycles on Road - Bicycles on Crosswalk - Pedestrians PUA MELIA ST Southbound WAIKOLOA RD Westbound PUA MELIA ST Northbound WAIKOLOA RD Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 03:00 PM 1 1 1 0 0 85 6 0 3 1 1 0 4 131 3 1 238 03:15 PM 6 0 3 1 1 81 3 0 4 0 1 0 3 179 5 0 287 03:30 PM 3 0 3 1 0 105 3 0 2 0 2 0 4 153 7 0 283 03:45 PM 3 0 3 2 1 100 3 0 7 0 1 0 2 184 4 0 310 Total 13 1 10 4 2 371 15 0 16 1 5 0 13 647 19 1 1118 04:00 PM 3 0 3 0 0 82 5 0 2 1 1 0 3 123 2 0 225 04:15 PM 2 0 2 1 1 76 7 0 5 0 1 0 11 181 6 0 293 04:30 PM 5 0 2 0 0 81 3 0 5 0 0 0 3 132 8 0 239 04:45 PM 3 0 1 0 0 77 7 0 3 0 0 0 3 131 3 0 228 Total 13 0 8 1 1 316 22 0 15 1 2 0 20 567 19 0 985 Grand Total 26 1 18 5 3 687 37 0 31 2 7 0 33 1214 38 1 2103 Apprch %52 2 36 10 0.4 94.5 5.1 0 77.5 5 17.5 0 2.6 94.4 3 0.1 Total %1.2 0 0.9 0.2 0.1 32.7 1.8 0 1.5 0.1 0.3 0 1.6 57.7 1.8 0 Motorcycles 0 0 0 0 0 1 0 0 0 0 0 0 0 3 0 0 4 % Motorcycles 0 0 0 0 0 0.1 0 0 0 0 0 0 0 0.2 0 0 0.2 Cars & Light Goods 26 1 18 0 3 677 37 0 31 2 6 0 33 1183 34 0 2051 % Cars & Light Goods 100 100 100 0 100 98.5 100 0 100 100 85.7 0 100 97.4 89.5 0 97.5 Buses 0 0 0 0 0 6 0 0 0 0 0 0 0 9 2 0 17 % Buses 0 0 0 0 0 0.9 0 0 0 0 0 0 0 0.7 5.3 0 0.8 Single-Unit Trucks 0 0 0 0 0 2 0 0 0 0 1 0 0 6 1 0 10 % Single-Unit Trucks 0 0 0 0 0 0.3 0 0 0 0 14.3 0 0 0.5 2.6 0 0.5 Articulated Trucks 0 0 0 0 0 1 0 0 0 0 0 0 0 13 1 0 15 % Articulated Trucks 0 0 0 0 0 0.1 0 0 0 0 0 0 0 1.1 2.6 0 0.7 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 1 6 % Pedestrians 0 0 0 100 0 0 0 0 0 0 0 0 0 0 0 100 0.3 Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Pua Melia St - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 2 PUA MELIA ST Southbound WAIKOLOA RD Westbound PUA MELIA ST Northbound WAIKOLOA RD Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 03:15 PM to 04:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:15 PM 03:15 PM 6 0 3 1 10 1 81 3 0 85 4 0 1 0 5 3 179 5 0 187 287 03:30 PM 3 0 3 1 7 0 105 3 0 108 2 0 2 0 4 4 153 7 0 164 283 03:45 PM 3 0 3 2 8 1 100 3 0 104 7 0 1 0 8 2 184 4 0 190 310 04:00 PM 3 0 3 0 6 0 82 5 0 87 2 1 1 0 4 3 123 2 0 128 225 Total Volume 15 0 12 4 31 2 368 14 0 384 15 1 5 0 21 12 639 18 0 669 1105 % App. Total 48.4 0 38.7 12.9 0.5 95.8 3.6 0 71.4 4.8 23.8 0 1.8 95.5 2.7 0 PHF .625 .000 1.00 .500 .775 .500 .876 .700 .000 .889 .536 .250 .625 .000 .656 .750 .868 .643 .000 .880 .891 PUA MELIA ST W A I K O L O A R D W A I K O L O A R D PUA MELIA ST Right 12 Thru 0 Left 15 Peds 4 InOut Total 27 31 58 Out 0 In 0 Total 0 Rig h t 14 Th r u 36 8 Le f t 2 Pe d s 0 Ou t To t a l In 65 9 38 4 10 4 3 Ou t 0 In 0 To t a l 0 Left 15 Thru 1 Right 5 Peds 0 Out TotalIn 20 21 41 Out 0 In 0 Total0 Le f t 12 Th r u 63 9 Ri g h t 18 Pe d s 0 To t a l Ou t In 39 5 66 9 10 6 4 Ou t 0 In 0 To t a l 0 Peak Hour Begins at 03:15 PM Motorcycles Cars & Light Goods Buses Single-Unit Trucks Articulated Trucks Bicycles on Road Bicycles on Crosswalk Pedestrians Peak Hour Data North Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Waikoloa Plaza Rd - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 1 Groups Printed- Motorcycles - Cars & Light Goods - Buses - Unit Trucks - Articulated Trucks - Bicycles on Road - Bicycles on Crosswalk - Pedestrians Southbound WAIKOLOA RD Westbound WAIKOLOA PLAZA RD Northbound WAIKOLOA RD Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 06:45 AM 0 0 0 0 10 114 0 0 10 0 7 0 0 58 2 0 201 Total 0 0 0 0 10 114 0 0 10 0 7 0 0 58 2 0 201 07:00 AM 0 0 0 0 10 142 0 0 5 0 14 1 0 39 6 0 217 07:15 AM 0 0 0 0 15 174 0 0 3 0 9 0 0 57 5 0 263 07:30 AM 0 0 0 0 14 131 0 0 9 0 13 0 0 62 6 0 235 07:45 AM 0 0 0 0 11 136 0 0 11 0 18 0 0 56 5 0 237 Total 0 0 0 0 50 583 0 0 28 0 54 1 0 214 22 0 952 08:00 AM 0 0 0 0 18 136 0 0 4 0 16 0 0 33 6 0 213 08:15 AM 0 0 0 0 11 102 0 0 16 0 12 0 0 57 9 0 207 08:30 AM 0 0 0 0 15 99 0 0 8 0 11 0 0 55 8 0 196 Grand Total 0 0 0 0 104 1034 0 0 66 0 100 1 0 417 47 0 1769 Apprch %0 0 0 0 9.1 90.9 0 0 39.5 0 59.9 0.6 0 89.9 10.1 0 Total %0 0 0 0 5.9 58.5 0 0 3.7 0 5.7 0.1 0 23.6 2.7 0 Motorcycles 0 0 0 0 2 1 0 0 0 0 1 0 0 0 0 0 4 % Motorcycles 0 0 0 0 1.9 0.1 0 0 0 0 1 0 0 0 0 0 0.2 Cars & Light Goods 0 0 0 0 100 982 0 0 64 0 95 0 0 379 46 0 1666 % Cars & Light Goods 0 0 0 0 96.2 95 0 0 97 0 95 0 0 90.9 97.9 0 94.2 Buses 0 0 0 0 1 14 0 0 0 0 2 0 0 5 0 0 22 % Buses 0 0 0 0 1 1.4 0 0 0 0 2 0 0 1.2 0 0 1.2 Single-Unit Trucks 0 0 0 0 1 24 0 0 2 0 1 0 0 21 1 0 50 % Single-Unit Trucks 0 0 0 0 1 2.3 0 0 3 0 1 0 0 5 2.1 0 2.8 Articulated Trucks 0 0 0 0 0 13 0 0 0 0 0 0 0 11 0 0 24 % Articulated Trucks 0 0 0 0 0 1.3 0 0 0 0 0 0 0 2.6 0 0 1.4 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 2 % Bicycles on Road 0 0 0 0 0 0 0 0 0 0 1 0 0 0.2 0 0 0.1 Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0.1 Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Waikoloa Plaza Rd - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 2 Southbound WAIKOLOA RD Westbound WAIKOLOA PLAZA RD Northbound WAIKOLOA RD Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 06:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 10 142 0 0 152 5 0 14 1 20 0 39 6 0 45 217 07:15 AM 0 0 0 0 0 15 174 0 0 189 3 0 9 0 12 0 57 5 0 62 263 07:30 AM 0 0 0 0 0 14 131 0 0 145 9 0 13 0 22 0 62 6 0 68 235 07:45 AM 0 0 0 0 0 11 136 0 0 147 11 0 18 0 29 0 56 5 0 61 237 Total Volume 0 0 0 0 0 50 583 0 0 633 28 0 54 1 83 0 214 22 0 236 952 % App. Total 0 0 0 0 7.9 92.1 0 0 33.7 0 65.1 1.2 0 90.7 9.3 0 PHF .000 .000 .000 .000 .000 .833 .838 .000 .000 .837 .636 .000 .750 .250 .716 .000 .863 .917 .000 .868 .905 W A I K O L O A R D W A I K O L O A R D WAIKOLOA PLAZA RD Right 0 Thru 0 Left 0 Peds 0 InOut Total 0 0 0 Out 0 In 0 Total 0 Rig h t 0 Th r u 58 3 Le f t 50 Pe d s 0 Ou t To t a l In 26 8 63 3 90 1 Ou t 0 In 0 To t a l 0 Left 28 Thru 0 Right 54 Peds 1 Out TotalIn 72 83 155 Out 0 In 0 Total0 Le f t 0 Th r u 21 4 Ri g h t 22 Pe d s 0 To t a l Ou t In 61 1 23 6 84 7 Ou t 0 In 0 To t a l 0 Peak Hour Begins at 07:00 AM Motorcycles Cars & Light Goods Buses Single-Unit Trucks Articulated Trucks Bicycles on Road Bicycles on Crosswalk Pedestrians Peak Hour Data North Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Waikoloa Plaza Rd - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 1 Groups Printed- Motorcycles - Cars & Light Goods - Buses - Unit Trucks - Articulated Trucks - Bicycles on Road - Bicycles on Crosswalk - Pedestrians Southbound WAIKOLOA RD Westbound WAIKOLOA PLAZA RD Northbound WAIKOLOA RD Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 03:00 PM 0 0 0 0 22 75 0 0 12 0 26 0 0 115 12 0 262 03:15 PM 0 0 0 0 23 63 0 0 11 0 45 0 0 161 23 0 326 03:30 PM 0 0 0 0 27 94 0 0 16 0 47 1 0 128 11 0 324 03:45 PM 0 0 0 0 26 87 0 0 8 0 30 1 0 167 19 0 338 Total 0 0 0 0 98 319 0 0 47 0 148 2 0 571 65 0 1250 04:00 PM 0 0 0 0 30 73 0 0 15 0 38 0 0 121 14 0 291 04:15 PM 0 0 0 0 30 75 0 0 8 0 31 0 0 156 18 0 318 04:30 PM 0 0 0 0 17 69 0 0 9 0 33 1 0 131 18 0 278 04:45 PM 0 0 0 0 34 80 0 0 9 0 26 0 0 117 14 0 280 Total 0 0 0 0 111 297 0 0 41 0 128 1 0 525 64 0 1167 Grand Total 0 0 0 0 209 616 0 0 88 0 276 3 0 1096 129 0 2417 Apprch %0 0 0 0 25.3 74.7 0 0 24 0 75.2 0.8 0 89.5 10.5 0 Total %0 0 0 0 8.6 25.5 0 0 3.6 0 11.4 0.1 0 45.3 5.3 0 Motorcycles 0 0 0 0 2 1 0 0 0 0 1 0 0 3 0 0 7 % Motorcycles 0 0 0 0 1 0.2 0 0 0 0 0.4 0 0 0.3 0 0 0.3 Cars & Light Goods 0 0 0 0 203 605 0 0 85 0 270 0 0 1065 127 0 2355 % Cars & Light Goods 0 0 0 0 97.1 98.2 0 0 96.6 0 97.8 0 0 97.2 98.4 0 97.4 Buses 0 0 0 0 1 6 0 0 1 0 1 0 0 9 0 0 18 % Buses 0 0 0 0 0.5 1 0 0 1.1 0 0.4 0 0 0.8 0 0 0.7 Single-Unit Trucks 0 0 0 0 1 4 0 0 1 0 3 0 0 6 2 0 17 % Single-Unit Trucks 0 0 0 0 0.5 0.6 0 0 1.1 0 1.1 0 0 0.5 1.6 0 0.7 Articulated Trucks 0 0 0 0 0 0 0 0 0 0 1 0 0 12 0 0 13 % Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0.4 0 0 1.1 0 0 0.5 Bicycles on Road 0 0 0 0 2 0 0 0 1 0 0 0 0 1 0 0 4 % Bicycles on Road 0 0 0 0 1 0 0 0 1.1 0 0 0 0 0.1 0 0 0.2 Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 % Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 66.7 0 0 0 0 0.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 33.3 0 0 0 0 0 Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Waikoloa Plaza Rd - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 2 Southbound WAIKOLOA RD Westbound WAIKOLOA PLAZA RD Northbound WAIKOLOA RD Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:15 PM 03:15 PM 0 0 0 0 0 23 63 0 0 86 11 0 45 0 56 0 161 23 0 184 326 03:30 PM 0 0 0 0 0 27 94 0 0 121 16 0 47 1 64 0 128 11 0 139 324 03:45 PM 0 0 0 0 0 26 87 0 0 113 8 0 30 1 39 0 167 19 0 186 338 04:00 PM 0 0 0 0 0 30 73 0 0 103 15 0 38 0 53 0 121 14 0 135 291 Total Volume 0 0 0 0 0 106 317 0 0 423 50 0 160 2 212 0 577 67 0 644 1279 % App. Total 0 0 0 0 25.1 74.9 0 0 23.6 0 75.5 0.9 0 89.6 10.4 0 PHF .000 .000 .000 .000 .000 .883 .843 .000 .000 .874 .781 .000 .851 .500 .828 .000 .864 .728 .000 .866 .946 W A I K O L O A R D W A I K O L O A R D WAIKOLOA PLAZA RD Right 0 Thru 0 Left 0 Peds 0 InOut Total 0 0 0 Out 0 In 0 Total 0 Rig h t 0 Th r u 31 7 Le f t 10 6 Pe d s 0 Ou t To t a l In 73 7 42 3 11 6 0 Ou t 0 In 0 To t a l 0 Left 50 Thru 0 Right 160 Peds 2 Out TotalIn 173 212 385 Out 0 In 0 Total0 Le f t 0 Th r u 57 7 Ri g h t 67 Pe d s 0 To t a l Ou t In 36 7 64 4 10 1 1 Ou t 0 In 0 To t a l 0 Peak Hour Begins at 03:15 PM Motorcycles Cars & Light Goods Buses Single-Unit Trucks Articulated Trucks Bicycles on Road Bicycles on Crosswalk Pedestrians Peak Hour Data North Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Paniolo Ave - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 1 Groups Printed- Motorcycles - Cars & Light Goods - Buses - Unit Trucks - Articulated Trucks - Bicycles on Road - Bicycles on Crosswalk - Pedestrians PANIOLO AVE Southbound WAIKOLOA RD Westbound PUA MELIA ST Northbound WAIKOLOA AVE Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 06:45 AM 2 0 12 0 0 1 0 0 0 0 1 0 2 0 0 0 18 Total 2 0 12 0 0 1 0 0 0 0 1 0 2 0 0 0 18 07:00 AM 31 0 103 0 1 37 30 0 1 3 1 1 32 8 4 2 254 07:15 AM 43 4 127 0 2 35 27 1 2 2 4 0 37 18 1 0 303 07:30 AM 34 3 102 1 4 35 25 0 0 6 2 0 42 21 2 2 279 07:45 AM 30 6 101 0 2 26 6 0 1 6 0 1 34 17 5 0 235 Total 138 13 433 1 9 133 88 1 4 17 7 2 145 64 12 4 1071 08:00 AM 35 6 114 0 2 21 16 0 2 6 1 0 26 17 1 3 250 08:15 AM 32 15 84 0 3 21 21 0 0 7 3 0 22 34 4 4 250 08:30 AM 31 10 78 0 2 19 13 0 2 12 0 1 31 19 6 0 224 Grand Total 238 44 721 1 16 195 138 1 8 42 12 3 226 134 23 11 1813 Apprch %23.7 4.4 71.8 0.1 4.6 55.7 39.4 0.3 12.3 64.6 18.5 4.6 57.4 34 5.8 2.8 Total %13.1 2.4 39.8 0.1 0.9 10.8 7.6 0.1 0.4 2.3 0.7 0.2 12.5 7.4 1.3 0.6 Motorcycles 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 % Motorcycles 0.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 Cars & Light Goods 230 44 706 0 14 162 129 0 8 39 10 0 204 117 23 0 1686 % Cars & Light Goods 96.6 100 97.9 0 87.5 83.1 93.5 0 100 92.9 83.3 0 90.3 87.3 100 0 93 Buses 1 0 11 0 0 4 1 0 0 3 0 0 6 1 0 0 27 % Buses 0.4 0 1.5 0 0 2.1 0.7 0 0 7.1 0 0 2.7 0.7 0 0 1.5 Single-Unit Trucks 3 0 3 0 2 22 5 0 0 0 2 0 15 7 0 0 59 % Single-Unit Trucks 1.3 0 0.4 0 12.5 11.3 3.6 0 0 0 16.7 0 6.6 5.2 0 0 3.3 Articulated Trucks 3 0 1 0 0 7 3 0 0 0 0 0 1 9 0 0 24 % Articulated Trucks 1.3 0 0.1 0 0 3.6 2.2 0 0 0 0 0 0.4 6.7 0 0 1.3 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 % Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 33.3 0 0 0 0 0.1 Pedestrians 0 0 0 1 0 0 0 1 0 0 0 2 0 0 0 11 15 % Pedestrians 0 0 0 100 0 0 0 100 0 0 0 66.7 0 0 0 100 0.8 Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Paniolo Ave - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 2 PANIOLO AVE Southbound WAIKOLOA RD Westbound PUA MELIA ST Northbound WAIKOLOA AVE Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 06:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 31 0 103 0 134 1 37 30 0 68 1 3 1 1 6 32 8 4 2 46 254 07:15 AM 43 4 127 0 174 2 35 27 1 65 2 2 4 0 8 37 18 1 0 56 303 07:30 AM 34 3 102 1 140 4 35 25 0 64 0 6 2 0 8 42 21 2 2 67 279 07:45 AM 30 6 101 0 137 2 26 6 0 34 1 6 0 1 8 34 17 5 0 56 235 Total Volume 138 13 433 1 585 9 133 88 1 231 4 17 7 2 30 145 64 12 4 225 1071 % App. Total 23.6 2.2 74 0.2 3.9 57.6 38.1 0.4 13.3 56.7 23.3 6.7 64.4 28.4 5.3 1.8 PHF .802 .542 .852 .250 .841 .563 .899 .733 .250 .849 .500 .708 .438 .500 .938 .863 .762 .600 .500 .840 .884 PANIOLO AVE W A I K O L O A A V E W A I K O L O A R D PUA MELIA ST Right 433 Thru 13 Left 138 Peds 1 InOut Total 250 585 835 Out 0 In 0 Total 0 Rig h t 88 Th r u 13 3 Le f t 9 Pe d s 1 Ou t To t a l In 20 9 23 1 44 0 Ou t 0 In 0 To t a l 0 Left 4 Thru 17 Right 7 Peds 2 Out TotalIn 34 30 64 Out 0 In 0 Total0 Le f t 14 5 Th r u 64 Ri g h t 12 Pe d s 4 To t a l Ou t In 57 0 22 5 79 5 Ou t 0 In 0 To t a l 0 Peak Hour Begins at 07:00 AM Motorcycles Cars & Light Goods Buses Single-Unit Trucks Articulated Trucks Bicycles on Road Bicycles on Crosswalk Pedestrians Peak Hour Data North Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Paniolo Ave - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 1 Groups Printed- Motorcycles - Cars & Light Goods - Buses - Unit Trucks - Articulated Trucks - Bicycles on Road - Bicycles on Crosswalk - Pedestrians PANIOLO AVE Southbound WAIKOLOA RD Westbound PUA MELIA ST Northbound WAIKOLOA AVE Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 03:00 PM 17 16 78 0 2 12 18 0 1 14 4 0 80 38 8 3 291 03:15 PM 26 10 53 0 3 19 22 0 2 11 5 0 122 63 4 3 343 03:30 PM 38 9 88 0 1 27 32 0 1 5 3 0 98 63 13 0 378 03:45 PM 29 5 70 0 5 23 19 0 4 6 5 0 108 52 7 2 335 Total 110 40 289 0 11 81 91 0 8 36 17 0 408 216 32 8 1347 04:00 PM 19 4 68 0 2 22 29 0 0 16 0 0 84 50 8 0 302 04:15 PM 21 10 63 0 1 26 25 0 4 4 2 0 107 58 10 0 331 04:30 PM 21 5 51 0 3 22 23 0 0 17 1 0 109 27 5 0 284 04:45 PM 13 3 61 0 3 21 34 0 3 8 0 4 106 28 4 0 288 Total 74 22 243 0 9 91 111 0 7 45 3 4 406 163 27 0 1205 Grand Total 184 62 532 0 20 172 202 0 15 81 20 4 814 379 59 8 2552 Apprch %23.7 8 68.4 0 5.1 43.7 51.3 0 12.5 67.5 16.7 3.3 64.6 30.1 4.7 0.6 Total %7.2 2.4 20.8 0 0.8 6.7 7.9 0 0.6 3.2 0.8 0.2 31.9 14.9 2.3 0.3 Motorcycles 0 0 2 0 0 0 1 0 0 2 0 0 3 0 0 0 8 % Motorcycles 0 0 0.4 0 0 0 0.5 0 0 2.5 0 0 0.4 0 0 0 0.3 Cars & Light Goods 183 62 522 0 20 165 199 0 15 77 19 0 801 357 59 0 2479 % Cars & Light Goods 99.5 100 98.1 0 100 95.9 98.5 0 100 95.1 95 0 98.4 94.2 100 0 97.1 Buses 0 0 5 0 0 2 0 0 0 1 0 0 5 5 0 0 18 % Buses 0 0 0.9 0 0 1.2 0 0 0 1.2 0 0 0.6 1.3 0 0 0.7 Single-Unit Trucks 1 0 2 0 0 5 2 0 0 1 1 0 5 4 0 0 21 % Single-Unit Trucks 0.5 0 0.4 0 0 2.9 1 0 0 1.2 5 0 0.6 1.1 0 0 0.8 Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 13 0 0 13 % Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 3.4 0 0 0.5 Bicycles on Road 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 % Bicycles on Road 0 0 0.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 8 12 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 100 0.5 Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Paniolo Ave - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 2 PANIOLO AVE Southbound WAIKOLOA RD Westbound PUA MELIA ST Northbound WAIKOLOA AVE Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:15 PM 03:15 PM 26 10 53 0 89 3 19 22 0 44 2 11 5 0 18 122 63 4 3 192 343 03:30 PM 38 9 88 0 135 1 27 32 0 60 1 5 3 0 9 98 63 13 0 174 378 03:45 PM 29 5 70 0 104 5 23 19 0 47 4 6 5 0 15 108 52 7 2 169 335 04:00 PM 19 4 68 0 91 2 22 29 0 53 0 16 0 0 16 84 50 8 0 142 302 Total Volume 112 28 279 0 419 11 91 102 0 204 7 38 13 0 58 412 228 32 5 677 1358 % App. Total 26.7 6.7 66.6 0 5.4 44.6 50 0 12.1 65.5 22.4 0 60.9 33.7 4.7 0.7 PHF .737 .700 .793 .000 .776 .550 .843 .797 .000 .850 .438 .594 .650 .000 .806 .844 .905 .615 .417 .882 .898 PANIOLO AVE W A I K O L O A A V E W A I K O L O A R D PUA MELIA ST Right 279 Thru 28 Left 112 Peds 0 InOut Total 552 419 971 Out 0 In 0 Total 0 Rig h t 10 2 Th r u 91 Le f t 11 Pe d s 0 Ou t To t a l In 35 3 20 4 55 7 Ou t 0 In 0 To t a l 0 Left 7 Thru 38 Right 13 Peds 0 Out TotalIn 71 58 129 Out 0 In 0 Total0 Le f t 41 2 Th r u 22 8 Ri g h t 32 Pe d s 5 To t a l Ou t In 37 7 67 7 10 5 4 Ou t 0 In 0 To t a l 0 Peak Hour Begins at 03:15 PM Motorcycles Cars & Light Goods Buses Single-Unit Trucks Articulated Trucks Bicycles on Road Bicycles on Crosswalk Pedestrians Peak Hour Data North Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Mamalahoa Hwy - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 1 Groups Printed- Motorcycles - Cars & Light Goods - Buses - Unit Trucks - Articulated Trucks - Bicycles on Road - Bicycles on Crosswalk - Pedestrians MAMALAHOA HWY Southbound Westbound MAMALAHOA HWY Northbound WAIKOLOA RD Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 06:45 AM 0 28 36 0 0 0 0 0 25 20 0 0 23 0 10 0 142 Total 0 28 36 0 0 0 0 0 25 20 0 0 23 0 10 0 142 07:00 AM 0 19 26 0 0 0 0 0 33 18 0 0 26 0 2 0 124 07:15 AM 0 29 44 0 0 0 0 0 23 17 0 0 39 0 13 0 165 07:30 AM 0 27 31 0 0 0 0 0 24 20 0 0 45 0 23 0 170 07:45 AM 0 24 21 0 0 0 0 0 11 22 0 0 41 0 14 0 133 Total 0 99 122 0 0 0 0 0 91 77 0 0 151 0 52 0 592 08:00 AM 0 31 36 0 0 0 0 0 16 28 0 0 29 0 10 0 150 08:15 AM 0 24 23 0 0 0 0 0 15 15 0 0 33 0 29 0 139 08:30 AM 0 19 17 0 0 0 0 0 17 19 0 0 22 0 23 0 117 Grand Total 0 201 234 0 0 0 0 0 164 159 0 0 258 0 124 0 1140 Apprch %0 46.2 53.8 0 0 0 0 0 50.8 49.2 0 0 67.5 0 32.5 0 Total %0 17.6 20.5 0 0 0 0 0 14.4 13.9 0 0 22.6 0 10.9 0 Motorcycles 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 % Motorcycles 0 0 0 0 0 0 0 0 0 0 0 0 0.4 0 0 0 0.1 Cars & Light Goods 0 196 207 0 0 0 0 0 144 154 0 0 244 0 111 0 1056 % Cars & Light Goods 0 97.5 88.5 0 0 0 0 0 87.8 96.9 0 0 94.6 0 89.5 0 92.6 Buses 0 0 0 0 0 0 0 0 6 0 0 0 1 0 1 0 8 % Buses 0 0 0 0 0 0 0 0 3.7 0 0 0 0.4 0 0.8 0 0.7 Single-Unit Trucks 0 3 23 0 0 0 0 0 7 5 0 0 11 0 4 0 53 % Single-Unit Trucks 0 1.5 9.8 0 0 0 0 0 4.3 3.1 0 0 4.3 0 3.2 0 4.6 Articulated Trucks 0 2 4 0 0 0 0 0 7 0 0 0 1 0 8 0 22 % Articulated Trucks 0 1 1.7 0 0 0 0 0 4.3 0 0 0 0.4 0 6.5 0 1.9 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Mamalahoa Hwy - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 2 MAMALAHOA HWY Southbound Westbound MAMALAHOA HWY Northbound WAIKOLOA RD Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 19 26 0 45 0 0 0 0 0 33 18 0 0 51 26 0 2 0 28 124 07:15 AM 0 29 44 0 73 0 0 0 0 0 23 17 0 0 40 39 0 13 0 52 165 07:30 AM 0 27 31 0 58 0 0 0 0 0 24 20 0 0 44 45 0 23 0 68 170 07:45 AM 0 24 21 0 45 0 0 0 0 0 11 22 0 0 33 41 0 14 0 55 133 Total Volume 0 99 122 0 221 0 0 0 0 0 91 77 0 0 168 151 0 52 0 203 592 % App. Total 0 44.8 55.2 0 0 0 0 0 54.2 45.8 0 0 74.4 0 25.6 0 PHF .000 .853 .693 .000 .757 .000 .000 .000 .000 .000 .689 .875 .000 .000 .824 .839 .000 .565 .000 .746 .871 MAMALAHOA HWY W A I K O L O A R D MAMALAHOA HWY Right 122 Thru 99 Left 0 Peds 0 InOut Total 228 221 449 Out 0 In 0 Total 0 Rig h t 0 Th r u 0 Le f t 0 Pe d s 0 Ou t To t a l In 0 0 0 Ou t 0 In 0 To t a l 0 Left 91 Thru 77 Right 0 Peds 0 Out TotalIn 151 168 319 Out 0 In 0 Total0 Le f t 15 1 Th r u 0 Ri g h t 52 Pe d s 0 To t a l Ou t In 21 3 20 3 41 6 Ou t 0 In 0 To t a l 0 Peak Hour Begins at 07:00 AM Motorcycles Cars & Light Goods Buses Single-Unit Trucks Articulated Trucks Bicycles on Road Bicycles on Crosswalk Pedestrians Peak Hour Data North Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Mamalahoa Hwy - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 1 Groups Printed- Motorcycles - Cars & Light Goods - Buses - Unit Trucks - Articulated Trucks - Bicycles on Road - Bicycles on Crosswalk - Pedestrians MAMALAHOA HWY Southbound Westbound MAMALAHOA HWY Northbound WAIKOLOA RD Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 03:00 PM 0 36 18 0 0 0 0 0 14 23 0 0 35 0 19 0 145 03:15 PM 0 31 29 0 0 0 0 0 19 22 0 0 39 0 34 0 174 03:30 PM 0 38 31 0 0 0 0 0 26 39 0 0 53 0 49 0 236 03:45 PM 0 39 32 0 0 0 0 0 14 29 0 0 41 0 56 0 211 Total 0 144 110 0 0 0 0 0 73 113 0 0 168 0 158 0 766 04:00 PM 0 28 18 0 0 0 0 0 24 36 0 0 36 0 38 0 180 04:15 PM 0 29 35 0 0 0 0 0 28 39 0 0 34 0 35 0 200 04:30 PM 0 34 23 0 0 0 0 0 22 42 0 0 36 0 36 0 193 04:45 PM 0 26 44 0 0 0 0 0 16 28 0 0 20 0 17 0 151 Total 0 117 120 0 0 0 0 0 90 145 0 0 126 0 126 0 724 Grand Total 0 261 230 0 0 0 0 0 163 258 0 0 294 0 284 0 1490 Apprch %0 53.2 46.8 0 0 0 0 0 38.7 61.3 0 0 50.9 0 49.1 0 Total %0 17.5 15.4 0 0 0 0 0 10.9 17.3 0 0 19.7 0 19.1 0 Motorcycles 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 3 % Motorcycles 0 0 0.4 0 0 0 0 0 0 0.4 0 0 0.3 0 0 0 0.2 Cars & Light Goods 0 255 228 0 0 0 0 0 160 251 0 0 284 0 267 0 1445 % Cars & Light Goods 0 97.7 99.1 0 0 0 0 0 98.2 97.3 0 0 96.6 0 94 0 97 Buses 0 1 0 0 0 0 0 0 2 1 0 0 0 0 5 0 9 % Buses 0 0.4 0 0 0 0 0 0 1.2 0.4 0 0 0 0 1.8 0 0.6 Single-Unit Trucks 0 4 1 0 0 0 0 0 1 4 0 0 6 0 1 0 17 % Single-Unit Trucks 0 1.5 0.4 0 0 0 0 0 0.6 1.6 0 0 2 0 0.4 0 1.1 Articulated Trucks 0 1 0 0 0 0 0 0 0 1 0 0 3 0 11 0 16 % Articulated Trucks 0 0.4 0 0 0 0 0 0 0 0.4 0 0 1 0 3.9 0 1.1 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Mamalahoa Hwy - Waikoloa Rd Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 2 MAMALAHOA HWY Southbound Westbound MAMALAHOA HWY Northbound WAIKOLOA RD Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 03:15 PM to 04:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:15 PM 03:15 PM 0 31 29 0 60 0 0 0 0 0 19 22 0 0 41 39 0 34 0 73 174 03:30 PM 0 38 31 0 69 0 0 0 0 0 26 39 0 0 65 53 0 49 0 102 236 03:45 PM 0 39 32 0 71 0 0 0 0 0 14 29 0 0 43 41 0 56 0 97 211 04:00 PM 0 28 18 0 46 0 0 0 0 0 24 36 0 0 60 36 0 38 0 74 180 Total Volume 0 136 110 0 246 0 0 0 0 0 83 126 0 0 209 169 0 177 0 346 801 % App. Total 0 55.3 44.7 0 0 0 0 0 39.7 60.3 0 0 48.8 0 51.2 0 PHF .000 .872 .859 .000 .866 .000 .000 .000 .000 .000 .798 .808 .000 .000 .804 .797 .000 .790 .000 .848 .849 MAMALAHOA HWY W A I K O L O A R D MAMALAHOA HWY Right 110 Thru 136 Left 0 Peds 0 InOut Total 295 246 541 Out 0 In 0 Total 0 Rig h t 0 Th r u 0 Le f t 0 Pe d s 0 Ou t To t a l In 0 0 0 Ou t 0 In 0 To t a l 0 Left 83 Thru 126 Right 0 Peds 0 Out TotalIn 313 209 522 Out 0 In 0 Total0 Le f t 16 9 Th r u 0 Ri g h t 17 7 Pe d s 0 To t a l Ou t In 19 3 34 6 53 9 Ou t 0 In 0 To t a l 0 Peak Hour Begins at 03:15 PM Motorcycles Cars & Light Goods Buses Single-Unit Trucks Articulated Trucks Bicycles on Road Bicycles on Crosswalk Pedestrians Peak Hour Data North Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Mamalahoa Hwy - Daniel K Inouye Hwy Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 1 Groups Printed- Motorcycles - Cars & Light Goods - Buses - Unit Trucks - Articulated Trucks - Bicycles on Road - Bicycles on Crosswalk - Pedestrians Southbound MAMALAHOA HWY Westbound DANIEL K INOUYE HWY Northbound MAMALAHOA HWY Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 06:45 AM 0 0 0 0 7 23 0 0 32 0 22 0 0 28 14 0 126 Total 0 0 0 0 7 23 0 0 32 0 22 0 0 28 14 0 126 07:00 AM 0 0 0 0 5 21 0 0 33 0 24 0 0 29 14 0 126 07:15 AM 0 0 0 0 12 31 0 0 43 0 25 0 0 28 22 0 161 07:30 AM 0 0 0 0 18 22 0 0 39 0 25 0 0 32 18 0 154 07:45 AM 0 0 0 0 10 31 0 0 26 0 12 0 0 23 16 0 118 Total 0 0 0 0 45 105 0 0 141 0 86 0 0 112 70 0 559 08:00 AM 0 0 0 0 14 27 0 0 21 0 14 0 0 20 8 0 104 08:15 AM 0 0 0 0 18 34 0 0 26 0 16 0 0 19 28 0 141 08:30 AM 0 0 0 0 25 19 0 0 29 0 20 0 0 27 23 0 143 Grand Total 0 0 0 0 109 208 0 0 249 0 158 0 0 206 143 0 1073 Apprch %0 0 0 0 34.4 65.6 0 0 61.2 0 38.8 0 0 59 41 0 Total %0 0 0 0 10.2 19.4 0 0 23.2 0 14.7 0 0 19.2 13.3 0 Motorcycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Motorcycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cars & Light Goods 0 0 0 0 98 202 0 0 230 0 139 0 0 194 131 0 994 % Cars & Light Goods 0 0 0 0 89.9 97.1 0 0 92.4 0 88 0 0 94.2 91.6 0 92.6 Buses 0 0 0 0 0 1 0 0 3 0 4 0 0 2 0 0 10 % Buses 0 0 0 0 0 0.5 0 0 1.2 0 2.5 0 0 1 0 0 0.9 Single-Unit Trucks 0 0 0 0 3 3 0 0 12 0 7 0 0 7 7 0 39 % Single-Unit Trucks 0 0 0 0 2.8 1.4 0 0 4.8 0 4.4 0 0 3.4 4.9 0 3.6 Articulated Trucks 0 0 0 0 8 2 0 0 4 0 8 0 0 3 5 0 30 % Articulated Trucks 0 0 0 0 7.3 1 0 0 1.6 0 5.1 0 0 1.5 3.5 0 2.8 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Mamalahoa Hwy - Daniel K Inouye Hwy Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 2 Southbound MAMALAHOA HWY Westbound DANIEL K INOUYE HWY Northbound MAMALAHOA HWY Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 5 21 0 0 26 33 0 24 0 57 0 29 14 0 43 126 07:15 AM 0 0 0 0 0 12 31 0 0 43 43 0 25 0 68 0 28 22 0 50 161 07:30 AM 0 0 0 0 0 18 22 0 0 40 39 0 25 0 64 0 32 18 0 50 154 07:45 AM 0 0 0 0 0 10 31 0 0 41 26 0 12 0 38 0 23 16 0 39 118 Total Volume 0 0 0 0 0 45 105 0 0 150 141 0 86 0 227 0 112 70 0 182 559 % App. Total 0 0 0 0 30 70 0 0 62.1 0 37.9 0 0 61.5 38.5 0 PHF .000 .000 .000 .000 .000 .625 .847 .000 .000 .872 .820 .000 .860 .000 .835 .000 .875 .795 .000 .910 .868 M A M A L A H O A H W Y M A M A L A H O A H W Y DANIEL K INOUYE HWY Right 0 Thru 0 Left 0 Peds 0 InOut Total 0 0 0 Out 0 In 0 Total 0 Rig h t 0 Th r u 10 5 Le f t 45 Pe d s 0 Ou t To t a l In 19 8 15 0 34 8 Ou t 0 In 0 To t a l 0 Left 141 Thru 0 Right 86 Peds 0 Out TotalIn 115 227 342 Out 0 In 0 Total0 Le f t 0 Th r u 11 2 Ri g h t 70 Pe d s 0 To t a l Ou t In 24 6 18 2 42 8 Ou t 0 In 0 To t a l 0 Peak Hour Begins at 07:00 AM Motorcycles Cars & Light Goods Buses Single-Unit Trucks Articulated Trucks Bicycles on Road Bicycles on Crosswalk Pedestrians Peak Hour Data North Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Mamalahoa Hwy - Daniel K Inouye Hwy Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 1 Groups Printed- Motorcycles - Cars & Light Goods - Buses - Unit Trucks - Articulated Trucks - Bicycles on Road - Bicycles on Crosswalk - Pedestrians Southbound MAMALAHOA HWY Westbound DANIEL K INOUYE HWY Northbound MAMALAHOA HWY Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 03:00 PM 0 0 0 0 19 31 0 0 33 0 9 0 0 27 33 0 152 03:15 PM 0 0 0 0 30 32 0 0 26 0 18 0 0 31 52 0 189 03:30 PM 0 0 0 0 39 42 0 0 33 0 20 0 0 32 50 0 216 03:45 PM 0 0 0 0 55 43 0 0 32 0 12 0 0 43 34 0 219 Total 0 0 0 0 143 148 0 0 124 0 59 0 0 133 169 0 776 04:00 PM 0 0 0 0 43 29 0 0 24 0 21 0 0 46 48 0 211 04:15 PM 0 0 0 0 31 36 0 0 29 0 25 0 0 42 49 0 212 04:30 PM 0 0 0 0 28 38 0 0 28 0 19 0 0 40 48 0 201 04:45 PM 0 0 0 0 19 32 0 0 33 0 17 0 0 32 45 0 178 Total 0 0 0 0 121 135 0 0 114 0 82 0 0 160 190 0 802 Grand Total 0 0 0 0 264 283 0 0 238 0 141 0 0 293 359 0 1578 Apprch %0 0 0 0 48.3 51.7 0 0 62.8 0 37.2 0 0 44.9 55.1 0 Total %0 0 0 0 16.7 17.9 0 0 15.1 0 8.9 0 0 18.6 22.8 0 Motorcycles 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 % Motorcycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0.3 0.3 0 0.1 Cars & Light Goods 0 0 0 0 245 278 0 0 230 0 138 0 0 286 343 0 1520 % Cars & Light Goods 0 0 0 0 92.8 98.2 0 0 96.6 0 97.9 0 0 97.6 95.5 0 96.3 Buses 0 0 0 0 5 1 0 0 0 0 2 0 0 1 5 0 14 % Buses 0 0 0 0 1.9 0.4 0 0 0 0 1.4 0 0 0.3 1.4 0 0.9 Single-Unit Trucks 0 0 0 0 2 4 0 0 6 0 1 0 0 5 5 0 23 % Single-Unit Trucks 0 0 0 0 0.8 1.4 0 0 2.5 0 0.7 0 0 1.7 1.4 0 1.5 Articulated Trucks 0 0 0 0 12 0 0 0 2 0 0 0 0 0 5 0 19 % Articulated Trucks 0 0 0 0 4.5 0 0 0 0.8 0 0 0 0 0 1.4 0 1.2 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 File Name : Mamalahoa Hwy - Daniel K Inouye Hwy Site Code : 25-203 Waikoloa Green Start Date : 3/12/2025 Page No : 2 Southbound MAMALAHOA HWY Westbound DANIEL K INOUYE HWY Northbound MAMALAHOA HWY Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 03:15 PM to 04:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:15 PM 03:15 PM 0 0 0 0 0 30 32 0 0 62 26 0 18 0 44 0 31 52 0 83 189 03:30 PM 0 0 0 0 0 39 42 0 0 81 33 0 20 0 53 0 32 50 0 82 216 03:45 PM 0 0 0 0 0 55 43 0 0 98 32 0 12 0 44 0 43 34 0 77 219 04:00 PM 0 0 0 0 0 43 29 0 0 72 24 0 21 0 45 0 46 48 0 94 211 Total Volume 0 0 0 0 0 167 146 0 0 313 115 0 71 0 186 0 152 184 0 336 835 % App. Total 0 0 0 0 53.4 46.6 0 0 61.8 0 38.2 0 0 45.2 54.8 0 PHF .000 .000 .000 .000 .000 .759 .849 .000 .000 .798 .871 .000 .845 .000 .877 .000 .826 .885 .000 .894 .953 M A M A L A H O A H W Y M A M A L A H O A H W Y DANIEL K INOUYE HWY Right 0 Thru 0 Left 0 Peds 0 InOut Total 0 0 0 Out 0 In 0 Total 0 Rig h t 0 Th r u 14 6 Le f t 16 7 Pe d s 0 Ou t To t a l In 22 3 31 3 53 6 Ou t 0 In 0 To t a l 0 Left 115 Thru 0 Right 71 Peds 0 Out TotalIn 351 186 537 Out 0 In 0 Total0 Le f t 0 Th r u 15 2 Ri g h t 18 4 Pe d s 0 To t a l Ou t In 26 1 33 6 59 7 Ou t 0 In 0 To t a l 0 Peak Hour Begins at 03:15 PM Motorcycles Cars & Light Goods Buses Single-Unit Trucks Articulated Trucks Bicycles on Road Bicycles on Crosswalk Pedestrians Peak Hour Data North Austin Tsutsumi & Associates 501 Sumner St, Suite 521 Honolulu, Hawaii 96817 Phone: (808)533-3646 Fax:(808)526-1267 APPENDIX C LEVEL OF SERVICE CALCULATIONS APPENDIX C LEVEL OF SERVICE CALCULATIONS • Existing Conditions HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd Waikoloa Green TIAR - Existing AM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 20 24 336 92 178 22 263 115 74 303 58 Future Volume (veh/h) 36 20 24 336 92 178 22 263 115 74 303 58 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 39 22 0 365 100 0 24 286 30 80 329 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 310 162 632 521 51 396 313 114 476 390 Arrive On Green 0.04 0.09 0.00 0.23 0.27 0.00 0.03 0.23 0.23 0.07 0.26 0.26 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1485 Grp Volume(v), veh/h 39 22 0 365 100 0 24 286 30 80 329 20 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1485 Q Serve(g_s), s 1.1 0.6 0.0 9.3 2.2 0.0 0.7 8.1 0.9 2.4 8.7 0.5 Cycle Q Clear(g_c), s 1.1 0.6 0.0 9.3 2.2 0.0 0.7 8.1 0.9 2.4 8.7 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 310 162 632 521 51 396 313 114 476 390 V/C Ratio(X) 0.13 0.14 0.58 0.19 0.47 0.72 0.10 0.70 0.69 0.05 Avail Cap(c_a), veh/h 876 1104 1205 1460 577 2036 1608 1019 2580 2115 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.8 22.6 0.0 14.3 14.8 0.0 25.5 19.1 16.3 24.4 17.7 14.7 Incr Delay (d2), s/veh 0.2 0.4 0.0 0.8 0.2 0.0 6.7 2.5 0.1 7.6 1.8 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.3 0.0 3.2 0.9 0.0 0.4 3.2 0.3 1.2 3.5 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 21.0 23.0 0.0 15.1 15.0 0.0 32.2 21.6 16.5 32.0 19.5 14.7 LnGrp LOS C C B B C C B C B B Approach Vol, veh/h 61 465 340 429 Approach Delay, s/veh 21.7 15.1 21.9 21.6 Approach LOS C B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.5 18.1 17.3 9.5 6.5 20.0 7.2 19.6 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 4.4 10.1 11.3 2.6 2.7 10.7 3.1 4.2 Green Ext Time (p_c), s 0.2 2.0 1.1 0.1 0.0 2.3 0.1 0.5 Intersection Summary HCM 7th Control Delay, s/veh 19.3 HCM 7th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd Waikoloa Green TIAR - Existing AM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 218 8 6 578 13 26 0 4 15 1 17 Future Vol, veh/h 5 218 8 6 578 13 26 0 4 15 1 17 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - 0 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 5 237 9 7 628 14 28 0 4 16 1 18 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 642 0 0 247 0 0 581 909 124 778 906 321 Stage 1 - - - - - - 253 253 - 648 648 - Stage 2 - - - - - - 328 655 - 129 258 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 938 - - 1227 - - 310 274 819 286 275 675 Stage 1 - - - - - - 609 696 - 425 464 - Stage 2 - - - - - - 543 461 - 861 693 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 938 - - 1226 - - 297 270 818 282 271 675 Mov Cap-2 Maneuver - - - - - - 297 270 - 282 271 - Stage 1 - - - - - - 605 692 - 423 462 - Stage 2 - - - - - - 524 458 - 851 689 - Approach EB WB NB SB HCM Control Delay, s/v 0.19 0.08 17.34 14.84 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 324 938 - - 1226 - - 402 HCM Lane V/C Ratio 0.101 0.006 - - 0.005 - - 0.089 HCM Control Delay (s/veh) 17.3 8.9 - - 8 - - 14.8 HCM Lane LOS C A - - A - - B HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.3 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd Waikoloa Green TIAR - Existing AM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 214 22 50 583 28 54 Future Vol, veh/h 214 22 50 583 28 54 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 233 24 54 634 30 59 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 257 0 670 128 Stage 1 - - - - 245 - Stage 2 - - - - 426 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 1305 - 390 898 Stage 1 - - - - 773 - Stage 2 - - - - 627 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1305 - 374 898 Mov Cap-2 Maneuver - - - - 533 - Stage 1 - - - - 773 - Stage 2 - - - - 601 - Approach EB WB NB HCM Control Delay, s/v 0 0.62 10.27 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 533 898 - - 1305 - HCM Lane V/C Ratio 0.057 0.065 - - 0.042 - HCM Control Delay (s/veh) 12.2 9.3 - - 7.9 - HCM Lane LOS B A - - A - HCM 95th %tile Q(veh) 0.2 0.2 - - 0.1 - HCM 7th TWSC 4: Pua Melia St/Paniolo Ave & Waikoloa Rd Waikoloa Green TIAR - Existing AM Synchro 12 Report Page 4 Intersection Int Delay, s/veh 10.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 145 64 12 9 133 88 4 17 7 138 13 433 Future Vol, veh/h 145 64 12 9 133 88 4 17 7 138 13 433 Conflicting Peds, #/hr 0 0 3 3 0 0 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 430 - - 390 - - 140 - - 190 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 4 18 0 9 14 6 14 20 11 1 4 2 Mvmt Flow 158 70 13 10 145 96 4 18 8 150 14 471 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 240 0 0 86 0 0 567 654 79 606 613 193 Stage 1 - - - - - - 394 394 - 212 212 - Stage 2 - - - - - - 172 260 - 394 401 - Critical Hdwy 4.14 - - 4.19 - - 7.24 6.7 6.31 7.11 6.54 6.22 Critical Hdwy Stg 1 - - - - - - 6.24 5.7 - 6.11 5.54 - Critical Hdwy Stg 2 - - - - - - 6.24 5.7 - 6.11 5.54 - Follow-up Hdwy 2.236 - - 2.281 - - 3.626 4.18 3.399 3.509 4.036 3.318 Pot Cap-1 Maneuver 1315 - - 1468 - - 417 364 957 411 405 848 Stage 1 - - - - - - 607 575 - 792 723 - Stage 2 - - - - - - 802 661 - 633 598 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1315 - - 1463 - - 156 317 954 338 353 847 Mov Cap-2 Maneuver - - - - - - 156 317 - 338 353 - Stage 1 - - - - - - 533 505 - 787 718 - Stage 2 - - - - - - 347 657 - 532 524 - Approach EB WB NB SB HCM Control Delay, s/v 5.32 0.29 16.78 16.69 HCM LOS C C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3 Capacity (veh/h) 156 394 1315 - - 1463 - - 338 353 847 HCM Lane V/C Ratio 0.028 0.066 0.12 - - 0.007 - - 0.444 0.04 0.555 HCM Control Delay (s/veh) 28.8 14.8 8.1 - - 7.5 - - 23.9 15.6 14.4 HCM Lane LOS D B A - - A - - C C B HCM 95th %tile Q(veh) 0.1 0.2 0.4 - - 0 - - 2.2 0.1 3.5 HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd Waikoloa Green TIAR - Existing AM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 6.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 151 52 91 77 99 122 Future Vol, veh/h 151 52 91 77 99 122 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 164 57 99 84 108 133 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 389 108 108 0 - 0 Stage 1 108 - - - - - Stage 2 282 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver 615 915 1429 - - 0 Stage 1 917 - - - - 0 Stage 2 766 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver 572 915 1429 - - - Mov Cap-2 Maneuver 572 - - - - - Stage 1 853 - - - - - Stage 2 766 - - - - - Approach EB NB SB HCM Control Delay, s/v12.62 4.17 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1429 - 572 915 - HCM Lane V/C Ratio 0.069 - 0.287 0.062 - HCM Control Delay (s/veh) 7.7 - 13.8 9.2 - HCM Lane LOS A - B A - HCM 95th %tile Q(veh) 0.2 - 1.2 0.2 - HCM 7th TWSC 6: Mamalahoa Hwy & Daniel K. Inouye Hwy Waikoloa Green TIAR - Existing AM Synchro 12 Report Page 6 Intersection Int Delay, s/veh 4.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 141 86 112 70 45 105 Future Vol, veh/h 141 86 112 70 45 105 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - Free - None Storage Length - - - 350 500 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 153 93 122 76 49 114 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 334 - 0 - 122 0 Stage 1 122 - - - - - Stage 2 212 - - - - - Critical Hdwy 6.42 - - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 - - - 2.218 - Pot Cap-1 Maneuver 661 0 - 0 1466 - Stage 1 904 0 - 0 - - Stage 2 823 0 - 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 639 - - - 1466 - Mov Cap-2 Maneuver 729 - - - - - Stage 1 904 - - - - - Stage 2 796 - - - - - Approach WB NB SB HCM Control Delay, s/v11.25 0 2.26 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBL SBT Capacity (veh/h) - 729 1466 - HCM Lane V/C Ratio - 0.21 0.033 - HCM Control Delay (s/veh) - 11.3 7.5 - HCM Lane LOS - B A - HCM 95th %tile Q(veh) - 0.8 0.1 - HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd Waikoloa Green TIAR - Existing PM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 80 20 217 51 96 34 418 393 199 447 81 Future Volume (veh/h) 77 80 20 217 51 96 34 418 393 199 447 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 84 87 0 236 55 0 37 454 135 216 486 41 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 304 147 408 323 66 560 442 269 790 648 Arrive On Green 0.06 0.08 0.00 0.15 0.17 0.00 0.04 0.32 0.32 0.15 0.44 0.44 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1485 Grp Volume(v), veh/h 84 87 0 236 55 0 37 454 135 216 486 41 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1485 Q Serve(g_s), s 3.2 3.1 0.0 8.3 1.8 0.0 1.4 16.9 5.2 8.4 14.6 1.1 Cycle Q Clear(g_c), s 3.2 3.1 0.0 8.3 1.8 0.0 1.4 16.9 5.2 8.4 14.6 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 304 147 408 323 66 560 442 269 790 648 V/C Ratio(X) 0.28 0.59 0.58 0.17 0.56 0.81 0.31 0.80 0.62 0.06 Avail Cap(c_a), veh/h 680 832 874 1100 435 1534 1212 768 1944 1594 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.7 31.6 0.0 22.8 25.1 0.0 33.5 22.1 18.2 28.9 15.4 11.6 Incr Delay (d2), s/veh 0.5 3.8 0.0 1.3 0.2 0.0 7.2 2.9 0.4 5.6 0.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 1.5 0.0 3.3 0.8 0.0 0.7 6.9 1.6 3.8 5.6 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 28.2 35.4 0.0 24.1 25.4 0.0 40.8 25.0 18.5 34.5 16.2 11.6 LnGrp LOS C D C C D C B C B B Approach Vol, veh/h 171 291 626 743 Approach Delay, s/veh 31.8 24.3 24.5 21.2 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.8 28.6 15.9 10.5 7.6 36.9 9.3 17.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 10.4 18.9 10.3 5.1 3.4 16.6 5.2 3.8 Green Ext Time (p_c), s 0.6 3.8 0.6 0.4 0.0 3.7 0.1 0.3 Intersection Summary HCM 7th Control Delay, s/veh 23.8 HCM 7th LOS C Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd Waikoloa Green TIAR - Existing PM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 639 18 2 368 14 15 1 5 15 0 12 Future Vol, veh/h 12 639 18 2 368 14 15 1 5 15 0 12 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 13 695 20 2 400 15 16 1 5 16 0 13 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 415 0 0 715 0 0 936 1151 358 786 1153 208 Stage 1 - - - - - - 731 731 - 412 412 - Stage 2 - - - - - - 204 420 - 374 741 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 1140 - - 800 - - 159 197 562 283 196 798 Stage 1 - - - - - - 286 425 - 588 593 - Stage 2 - - - - - - 657 588 - 619 421 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1140 - - 799 - - 154 194 561 274 193 798 Mov Cap-2 Maneuver - - - - - - 154 194 - 274 193 - Stage 1 - - - - - - 283 420 - 586 591 - Stage 2 - - - - - - 645 586 - 604 416 - Approach EB WB NB SB HCM Control Delay, s/v 0.15 0.05 26.74 15.05 HCM LOS D C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 188 1140 - - 799 - - 387 HCM Lane V/C Ratio 0.121 0.011 - - 0.003 - - 0.076 HCM Control Delay (s/veh) 26.7 8.2 - - 9.5 - - 15.1 HCM Lane LOS D A - - A - - C HCM 95th %tile Q(veh) 0.4 0 - - 0 - - 0.2 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd Waikoloa Green TIAR - Existing PM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 577 67 106 317 50 160 Future Vol, veh/h 577 67 106 317 50 160 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 627 73 115 345 54 174 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 700 0 1066 350 Stage 1 - - - - 664 - Stage 2 - - - - 403 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 893 - 217 646 Stage 1 - - - - 474 - Stage 2 - - - - 644 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 893 - 189 646 Mov Cap-2 Maneuver - - - - 382 - Stage 1 - - - - 474 - Stage 2 - - - - 561 - Approach EB WB NB HCM Control Delay, s/v 0 2.41 13.41 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 382 646 - - 893 - HCM Lane V/C Ratio 0.142 0.269 - - 0.129 - HCM Control Delay (s/veh) 16 12.6 - - 9.6 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.5 1.1 - - 0.4 - HCM 7th TWSC 4: Pua Melia St/Paniolo Ave & Waikoloa Rd Waikoloa Green TIAR - Existing PM Synchro 12 Report Page 4 Intersection Int Delay, s/veh 74.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 412 228 32 11 91 102 7 38 13 112 28 279 Future Vol, veh/h 412 228 32 11 91 102 7 38 13 112 28 279 Conflicting Peds, #/hr 0 0 3 3 0 0 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 430 - - 390 - - 140 - - 190 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 4 18 0 9 14 6 14 20 11 1 4 2 Mvmt Flow 448 248 35 12 99 111 8 41 14 122 30 303 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 210 0 0 286 0 0 1303 1398 268 1342 1360 155 Stage 1 - - - - - - 1164 1164 - 178 178 - Stage 2 - - - - - - 139 234 - 1164 1181 - Critical Hdwy 4.14 - - 4.19 - - 7.24 6.7 6.31 7.11 6.54 6.22 Critical Hdwy Stg 1 - - - - - - 6.24 5.7 - 6.11 5.54 - Critical Hdwy Stg 2 - - - - - - 6.24 5.7 - 6.11 5.54 - Follow-up Hdwy 2.236 - - 2.281 - - 3.626 4.18 3.399 3.509 4.036 3.318 Pot Cap-1 Maneuver 1349 - - 1237 - - 130 129 749 130 147 890 Stage 1 - - - - - - 224 249 - 826 748 - Stage 2 - - - - - - 836 679 - 238 261 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1349 - - 1234 - - 43 85 747 ~ 52 97 890 Mov Cap-2 Maneuver - - - - - - 43 85 - ~ 52 97 - Stage 1 - - - - - - 149 166 - 818 741 - Stage 2 - - - - - - 523 673 - ~ 117 174 - Approach EB WB NB SB HCM Control Delay, s/v 5.51 0.43 71.62 220.42 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3 Capacity (veh/h) 43 110 1349 - - 1234 - - 52 97 890 HCM Lane V/C Ratio 0.176 0.504 0.332 - - 0.01 - - 2.344 0.314 0.341 HCM Control Delay (s/veh) 105.2 67 9 - - 7.9 - -$ 782.3 58.2 11.1 HCM Lane LOS F F A - - A - - F F B HCM 95th %tile Q(veh) 0.6 2.3 1.5 - - 0 - - 12.4 1.2 1.5 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd Waikoloa Green TIAR - Existing PM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 7.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 169 177 83 126 136 110 Future Vol, veh/h 169 177 83 126 136 110 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 184 192 90 137 148 120 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 465 148 148 0 - 0 Stage 1 148 - - - - - Stage 2 317 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver 556 868 1380 - - 0 Stage 1 880 - - - - 0 Stage 2 738 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver 519 868 1380 - - - Mov Cap-2 Maneuver 519 - - - - - Stage 1 822 - - - - - Stage 2 738 - - - - - Approach EB NB SB HCM Control Delay, s/v12.94 3.09 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1380 - 519 868 - HCM Lane V/C Ratio 0.065 - 0.354 0.222 - HCM Control Delay (s/veh) 7.8 - 15.7 10.3 - HCM Lane LOS A - C B - HCM 95th %tile Q(veh) 0.2 - 1.6 0.8 - HCM 7th TWSC 6: Mamalahoa Hwy & Daniel K. Inouye Hwy Waikoloa Green TIAR - Existing PM Synchro 12 Report Page 6 Intersection Int Delay, s/veh 5.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 115 71 152 184 167 146 Future Vol, veh/h 115 71 152 184 167 146 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - Free - None Storage Length 0 - - 350 500 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 125 77 165 200 182 159 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 687 - 0 - 165 0 Stage 1 165 - - - - - Stage 2 522 - - - - - Critical Hdwy 6.42 - - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 - - - 2.218 - Pot Cap-1 Maneuver 413 0 - 0 1413 - Stage 1 864 0 - 0 - - Stage 2 596 0 - 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 360 - - - 1413 - Mov Cap-2 Maneuver 482 - - - - - Stage 1 864 - - - - - Stage 2 519 - - - - - Approach WB NB SB HCM Control Delay, s/v15.07 0 4.23 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBL SBT Capacity (veh/h) - 482 1413 - HCM Lane V/C Ratio - 0.259 0.128 - HCM Control Delay (s/veh) - 15.1 7.9 - HCM Lane LOS - C A - HCM 95th %tile Q(veh) - 1 0.4 - APPENDIX C LEVEL OF SERVICE CALCULATIONS • Base Year 2035 Conditions HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd BY 2035 AM Waikoloa Green TIAR - BY 2035 AM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 42 29 488 183 263 25 427 146 89 409 66 Future Volume (veh/h) 44 42 29 488 183 263 25 427 146 89 409 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 48 46 0 530 199 0 27 464 50 97 445 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 220 113 660 618 50 548 433 127 648 520 Arrive On Green 0.04 0.06 0.00 0.31 0.33 0.00 0.03 0.31 0.31 0.07 0.36 0.36 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1453 Grp Volume(v), veh/h 48 46 0 530 199 0 27 464 50 97 445 25 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1453 Q Serve(g_s), s 2.2 2.0 0.0 22.8 6.6 0.0 1.2 20.8 2.2 4.6 17.6 0.9 Cycle Q Clear(g_c), s 2.2 2.0 0.0 22.8 6.6 0.0 1.2 20.8 2.2 4.6 17.6 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 220 113 660 618 50 548 433 127 648 520 V/C Ratio(X) 0.22 0.41 0.80 0.32 0.54 0.85 0.12 0.76 0.69 0.05 Avail Cap(c_a), veh/h 555 699 747 925 365 1290 1019 645 1635 1312 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.1 38.2 0.0 22.9 21.4 0.0 40.4 27.0 20.6 38.3 23.0 17.7 Incr Delay (d2), s/veh 0.5 2.4 0.0 5.7 0.3 0.0 8.6 3.7 0.1 9.1 1.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.0 0.0 9.7 2.9 0.0 0.7 8.9 0.7 2.3 7.4 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 35.6 40.5 0.0 28.5 21.7 0.0 49.0 30.7 20.7 47.5 24.3 17.7 LnGrp LOS D D C C D C C D C B Approach Vol, veh/h 94 729 541 567 Approach Delay, s/veh 38.0 26.7 30.7 28.0 Approach LOS D C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.1 32.4 30.8 10.0 7.3 36.1 8.4 32.4 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 6.6 22.8 24.8 4.0 3.2 19.6 4.2 8.6 Green Ext Time (p_c), s 0.2 3.5 0.9 0.2 0.0 3.3 0.1 1.2 Intersection Summary HCM 7th Control Delay, s/veh 28.7 HCM 7th LOS C Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd BY 2035 AM Waikoloa Green TIAR - BY 2035 AM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 257 28 28 801 13 100 0 26 15 2 17 Future Vol, veh/h 5 257 28 28 801 13 100 0 26 15 2 17 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 5 279 30 30 871 14 109 0 28 16 2 18 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 885 0 0 311 0 0 804 1252 156 1089 1260 442 Stage 1 - - - - - - 306 306 - 939 939 - Stage 2 - - - - - - 497 946 - 151 322 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 761 - - 1158 - - 204 171 778 170 169 563 Stage 1 - - - - - - 561 660 - 284 341 - Stage 2 - - - - - - 416 338 - 837 650 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 761 - - 1157 - - 188 165 777 158 163 563 Mov Cap-2 Maneuver - - - - - - 188 165 - 158 163 - Stage 1 - - - - - - 556 655 - 277 332 - Stage 2 - - - - - - 389 329 - 800 645 - Approach EB WB NB SB HCM Control Delay, s/v 0.17 0.27 43.87 22.07 HCM LOS E C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 223 761 - - 1157 - - 248 HCM Lane V/C Ratio 0.614 0.007 - - 0.026 - - 0.149 HCM Control Delay (s/veh) 43.9 9.8 - - 8.2 - - 22.1 HCM Lane LOS E A - - A - - C HCM 95th %tile Q(veh) 3.6 0 - - 0.1 - - 0.5 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd BY 2035 AM Waikoloa Green TIAR - BY 2035 AM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 244 53 126 789 67 132 Future Vol, veh/h 244 53 126 789 67 132 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 265 58 137 858 73 143 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 323 0 997 161 Stage 1 - - - - 294 - Stage 2 - - - - 703 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 1234 - 241 855 Stage 1 - - - - 730 - Stage 2 - - - - 452 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1234 - 214 855 Mov Cap-2 Maneuver - - - - 366 - Stage 1 - - - - 730 - Stage 2 - - - - 402 - Approach EB WB NB HCM Control Delay, s/v 0 1.14 12.49 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 366 855 - - 1234 - HCM Lane V/C Ratio 0.199 0.168 - - 0.111 - HCM Control Delay (s/veh) 17.3 10.1 - - 8.3 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.7 0.6 - - 0.4 - HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd BY 2035 AM Waikoloa Green TIAR - BY 2035 AM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 10.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 179 154 158 185 261 133 Future Vol, veh/h 179 154 158 185 261 133 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 195 167 172 201 284 145 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 828 284 284 0 - 0 Stage 1 284 - - - - - Stage 2 545 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver 341 728 1229 - - 0 Stage 1 764 - - - - 0 Stage 2 581 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver 293 728 1229 - - - Mov Cap-2 Maneuver 293 - - - - - Stage 1 658 - - - - - Stage 2 581 - - - - - Approach EB NB SB HCM Control Delay, s/v25.99 3.87 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1229 - 293 728 - HCM Lane V/C Ratio 0.14 - 0.664 0.23 - HCM Control Delay (s/veh) 8.4 - 38.5 11.4 - HCM Lane LOS A - E B - HCM 95th %tile Q(veh) 0.5 - 4.4 0.9 - HCM 7th Signalized Intersection Summary 6: Mamalahoa Hwy & Daniel K. Inouye Hwy BY 2035 AM Waikoloa Green TIAR - BY 2035 AM Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 95 48 115 178 110 88 184 26 77 208 129 Future Volume (veh/h) 79 95 48 115 178 110 88 184 26 77 208 129 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 86 103 6 125 193 0 96 200 0 84 226 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 132 270 228 164 304 140 353 130 343 Arrive On Green 0.07 0.14 0.14 0.09 0.16 0.00 0.08 0.19 0.00 0.07 0.18 0.00 Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 86 103 6 125 193 0 96 200 0 84 226 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 2.1 2.2 0.1 3.0 4.2 0.0 2.3 4.3 0.0 2.0 4.9 0.0 Cycle Q Clear(g_c), s 2.1 2.2 0.1 3.0 4.2 0.0 2.3 4.3 0.0 2.0 4.9 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 132 270 228 164 304 140 353 130 343 V/C Ratio(X) 0.65 0.38 0.03 0.76 0.64 0.69 0.57 0.65 0.66 Avail Cap(c_a), veh/h 406 896 759 528 1024 406 1066 366 1024 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 19.8 17.0 16.1 19.4 17.2 0.0 19.7 16.2 0.0 19.8 16.6 0.0 Incr Delay (d2), s/veh 5.3 0.9 0.0 7.1 2.2 0.0 5.8 1.4 0.0 5.3 2.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.9 0.0 1.4 1.8 0.0 1.1 1.7 0.0 0.9 2.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 25.1 17.9 16.2 26.5 19.4 0.0 25.5 17.6 0.0 25.0 18.8 0.0 LnGrp LOS C B B C B C B C B Approach Vol, veh/h 195 318 296 310 Approach Delay, s/veh 21.0 22.2 20.1 20.5 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.2 14.3 9.0 12.3 8.4 14.0 8.2 13.1 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 9.0 25.0 13.0 21.0 10.0 24.0 10.0 24.0 Max Q Clear Time (g_c+I1), s 4.0 6.3 5.0 4.2 4.3 6.9 4.1 6.2 Green Ext Time (p_c), s 0.1 1.0 0.2 0.4 0.1 1.1 0.1 0.9 Intersection Summary HCM 7th Control Delay, s/veh 21.0 HCM 7th LOS C Notes Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. LANE SUMMARY Site: 101 [BY 2035 AM (Site Folder: 2035)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Lane Use and Performance Demand Flows Arrival Flows 95% Back Of QueueCap.Deg. Satn Lane Util. Aver. Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block. [ Total HV ][ Total HV ][ Veh Dist ] veh/h %veh/h %veh/h v/c %sec ft ft %% South: Pua Melia St Lane 1d 63 19.0 63 19.0 572 0.110 100 5.8 LOS A 0.4 12.4 Full 1600 0.0 0.0 Lane 2 32 11.0 32 11.0 1509 0.021 100 2.1 LOS A 0.0 0.0 Short 50 0.0 NA Approach 95 16.3 95 16.3 0.110 4.6 LOS A 0.4 12.4 East: Waikoloa Rd Lane 1 88 12.3 88 12.3 935 0.094 100 6.9 LOS A 0.4 10.6 Short 400 0.0 NA Lane 2d 92 14.0 92 14.0 975 0.094 100 5.2 LOS A 0.4 10.8 Full 1600 0.0 0.0 Lane 3 138 6.0 138 6.0 1580 0.087 100 3.7 LOS A 0.0 0.0 Short 400 0.0 NA Approach 318 10.1 318 10.1 0.094 5.0 LOS A 0.4 10.8 North: Paniolo Ave Lane 1 280 1.4 280 1.4 678 0.414 100 7.3 LOS A 2.2 54.8 Full 1600 0.0 0.0 Lane 2d 749 2.0 749 2.0 933 0.802 100 7.2 LOS A 10.2 259.7 Full 1600 0.0 0.0 Approach 1029 1.8 1029 1.8 0.802 7.2 LOS A 10.2 259.7 West: Waikoloa Rd Lane 1d 183 4.0 183 4.0 885 0.206 100 10.2 LOS B 1.0 26.4 Full 1600 0.0 0.0 Lane 2 174 11.1 174 11.1 843 0.206 100 7.0 LOS A 1.0 28.3 Short 300 0.0 NA Approach 357 7.5 357 7.5 0.206 8.6 LOS A 1.0 28.3 All Vehicles 1799 5.2 1799 5.2 0.802 7.0 LOS A 10.2 259.7 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. d Dominant lane on roundabout approach Approach Lane Flows (veh/h) South: Pua Melia St Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From S To Exit:W N E Lane 1 11 52 -63 19.0 572 0.110 100 NA NA Lane 2 --32 32 11.0 1509 0.021 100 0.0 1 Approach 11 52 32 95 16.3 0.110 East: Waikoloa Rd Mov.L2 T1 R2 Total %HV Deg.Lane Prob.Ov. From E To Exit:S W N Cap. veh/h Satn v/c Util. % SL Ov. % Lane No. Lane 1 30 58 -88 12.3 935 0.094 100 0.0 2 Lane 2 -92 -92 14.0 975 0.094 100 NA NA Lane 3 --138 138 6.0 1580 0.087 100 0.0 2 Approach 30 150 138 318 10.1 0.094 North: Paniolo Ave Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From N To Exit:E S W Lane 1 239 41 -280 1.4 678 0.414 100 NA NA Lane 2 --749 749 2.0 933 0.802 100 NA NA Approach 239 41 749 1029 1.8 0.802 West: Waikoloa Rd Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From W To Exit:N E S Lane 1 183 --183 4.0 885 0.206 100 NA NA Lane 2 45 98 32 174 11.1 843 0.206 100 0.0 1 Approach 227 98 32 357 7.5 0.206 Total %HV Deg.Satn (v/c) All Vehicles 1799 5.2 0.802 Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. Merge Analysis Exit Lane Number Short Lane Length Percent Opng in Lane Opposing Flow Rate Critical Gap Follow-up Headway Lane Flow Rate Capacity Deg. Satn Min. Delay Merge Delay ft %veh/h pcu/h sec sec veh/h veh/h v/c sec sec East Exit: Waikoloa Rd Merge Type: Priority Exit Short Lane 2 200 0.0 337 357 3.33 2.22 32 1225 0.026 0.7 0.8 Merge Lane 1 -100.0 Merge Lane is not Opposed 337 1800 0.187 0.0 0.0 North Exit: Paniolo Ave Merge Type: Priority Exit Short Lane 3 200 0.0 97 109 3.18 2.12 138 1583 0.087 0.2 0.2 Merge Lane 2 -100.0 Merge Lane is not Opposed 97 1800 0.054 0.0 0.0 Variable Demand Analysis Initial Queued Demand Residual Queued Demand Time for Residual Demand to Clear Duration of Oversatn veh veh sec sec South: Pua Melia St Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 East: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 Lane 3 0.0 0.0 0.0 0.0 North: Paniolo Ave Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 West: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: AUSTIN, TSUTSUMI & ASSOCIATES, INC.| Licence: PLUS / 1PC | Processed: Thursday, July 24, 2025 3:05:27 PM Project: N:\2025\25-203 Waikoloa Green\SIDRA\Waikoloa Roundabout.sip9 HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd BY 2035 PM Waikoloa Green TIAR - BY 2035 PM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 156 23 282 97 123 39 554 523 268 660 93 Future Volume (veh/h) 90 156 23 282 97 123 39 554 523 268 660 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 98 170 0 307 105 0 42 602 244 291 717 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 299 207 377 410 55 661 522 319 958 769 Arrive On Green 0.07 0.11 0.00 0.17 0.22 0.00 0.03 0.38 0.38 0.18 0.53 0.53 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Grp Volume(v), veh/h 98 170 0 307 105 0 42 602 244 291 717 50 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Q Serve(g_s), s 6.7 11.5 0.0 20.0 6.0 0.0 3.0 42.9 17.5 21.4 40.6 2.2 Cycle Q Clear(g_c), s 6.7 11.5 0.0 20.0 6.0 0.0 3.0 42.9 17.5 21.4 40.6 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 299 207 377 410 55 661 522 319 958 769 V/C Ratio(X) 0.33 0.82 0.82 0.26 0.77 0.91 0.47 0.91 0.75 0.07 Avail Cap(c_a), veh/h 446 448 473 593 234 826 653 413 1047 840 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 57.3 0.0 40.5 42.8 0.0 63.3 38.8 31.0 52.7 24.1 15.1 Incr Delay (d2), s/veh 0.6 7.9 0.0 8.6 0.3 0.0 19.6 12.3 0.7 20.5 2.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 6.0 0.0 9.4 2.9 0.0 1.7 20.5 6.0 11.2 17.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 48.2 65.3 0.0 49.1 43.1 0.0 82.9 51.1 31.6 73.3 26.9 15.1 LnGrp LOS D E D D F D C E C B Approach Vol, veh/h 268 412 888 1058 Approach Delay, s/veh 59.0 47.6 47.3 39.1 Approach LOS E D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 28.9 55.6 27.6 19.3 9.0 75.6 13.6 33.4 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 23.4 44.9 22.0 13.5 5.0 42.6 8.7 8.0 Green Ext Time (p_c), s 0.5 4.7 0.6 0.8 0.0 6.1 0.2 0.6 Intersection Summary HCM 7th Control Delay, s/veh 45.2 HCM 7th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd BY 2035 PM Waikoloa Green TIAR - BY 2035 PM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 850 94 9 459 14 36 2 28 15 0 12 Future Vol, veh/h 12 850 94 9 459 14 36 2 28 15 0 12 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 13 924 102 10 499 15 39 2 30 16 0 13 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 514 0 0 1027 0 0 1271 1536 514 1015 1579 257 Stage 1 - - - - - - 1002 1002 - 526 526 - Stage 2 - - - - - - 269 534 - 489 1053 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 1048 - - 599 - - 84 115 436 192 108 742 Stage 1 - - - - - - 185 318 - 503 527 - Stage 2 - - - - - - 594 523 - 529 301 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1048 - - 599 - - 80 112 436 171 105 742 Mov Cap-2 Maneuver - - - - - - 80 112 - 171 105 - Stage 1 - - - - - - 183 314 - 495 518 - Stage 2 - - - - - - 574 514 - 483 297 - Approach EB WB NB SB HCM Control Delay, s/v 0.11 0.21 68.27 20.65 HCM LOS F C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 124 1048 - - 599 - - 259 HCM Lane V/C Ratio 0.58 0.012 - - 0.016 - - 0.113 HCM Control Delay (s/veh) 68.3 8.5 - - 11.1 - - 20.6 HCM Lane LOS F A - - B - - C HCM 95th %tile Q(veh) 2.9 0 - - 0 - - 0.4 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd BY 2035 PM Waikoloa Green TIAR - BY 2035 PM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 743 135 231 369 96 310 Future Vol, veh/h 743 135 231 369 96 310 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 808 147 251 401 104 337 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 954 0 1584 477 Stage 1 - - - - 881 - Stage 2 - - - - 703 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 716 - ~ 99 534 Stage 1 - - - - 365 - Stage 2 - - - - 452 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 716 - ~ 64 534 Mov Cap-2 Maneuver - - - - 225 - Stage 1 - - - - 365 - Stage 2 - - - - 294 - Approach EB WB NB HCM Control Delay, s/v 0 4.9 25.29 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 225 534 - - 716 - HCM Lane V/C Ratio 0.464 0.631 - - 0.351 - HCM Control Delay (s/veh) 34.2 22.5 - - 12.7 - HCM Lane LOS D C - - B - HCM 95th %tile Q(veh) 2.3 4.4 - - 1.6 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd BY 2035 PM Waikoloa Green TIAR - BY 2035 PM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 17 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 180 244 176 322 283 141 Future Vol, veh/h 180 244 176 322 283 141 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 196 265 191 350 308 153 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1040 308 308 0 - 0 Stage 1 308 - - - - - Stage 2 733 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver 255 705 1204 - - 0 Stage 1 746 - - - - 0 Stage 2 476 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver 214 705 1204 - - - Mov Cap-2 Maneuver 214 - - - - - Stage 1 627 - - - - - Stage 2 476 - - - - - Approach EB NB SB HCM Control Delay, s/v44.65 3.02 0 HCM LOS E Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1204 - 214 705 - HCM Lane V/C Ratio 0.159 - 0.912 0.376 - HCM Control Delay (s/veh) 8.6 - 87.4 13.2 - HCM Lane LOS A - F B - HCM 95th %tile Q(veh) 0.6 - 7.5 1.8 - HCM 7th Signalized Intersection Summary 6: Mamalahoa Hwy & Daniel K. Inouye Hwy BY 2035 PM Waikoloa Green TIAR - BY 2035 PM Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 153 232 97 71 114 101 82 258 150 195 237 95 Future Volume (veh/h) 153 232 97 71 114 101 82 258 150 195 237 95 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 166 252 18 77 124 0 89 280 0 212 258 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 213 347 294 112 241 121 374 268 528 Arrive On Green 0.12 0.19 0.19 0.06 0.13 0.00 0.07 0.20 0.00 0.15 0.28 0.00 Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 166 252 18 77 124 0 89 280 0 212 258 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 5.0 7.0 0.5 2.3 3.4 0.0 2.7 7.7 0.0 6.3 6.3 0.0 Cycle Q Clear(g_c), s 5.0 7.0 0.5 2.3 3.4 0.0 2.7 7.7 0.0 6.3 6.3 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 213 347 294 112 241 121 374 268 528 V/C Ratio(X) 0.78 0.73 0.06 0.69 0.52 0.74 0.75 0.79 0.49 Avail Cap(c_a), veh/h 390 785 665 292 682 325 751 455 887 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.4 21.0 18.4 25.2 22.3 0.0 25.1 20.6 0.0 22.5 16.4 0.0 Incr Delay (d2), s/veh 6.0 2.9 0.1 7.2 1.7 0.0 8.5 3.0 0.0 5.2 0.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 3.1 0.2 1.1 1.5 0.0 1.3 3.4 0.0 2.8 2.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 29.4 23.9 18.5 32.4 24.0 0.0 33.6 23.7 0.0 27.7 17.1 0.0 LnGrp LOS C C B C C C C C B Approach Vol, veh/h 436 201 369 470 Approach Delay, s/veh 25.8 27.2 26.0 21.9 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.2 17.0 8.5 16.2 8.7 21.5 11.6 13.1 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 14.0 22.0 9.0 23.0 10.0 26.0 12.0 20.0 Max Q Clear Time (g_c+I1), s 8.3 9.7 4.3 9.0 4.7 8.3 7.0 5.4 Green Ext Time (p_c), s 0.3 1.2 0.1 1.2 0.1 1.3 0.2 0.5 Intersection Summary HCM 7th Control Delay, s/veh 24.8 HCM 7th LOS C Notes Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. LANE SUMMARY Site: 101 [BY 2035 PM (Site Folder: 2035)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Lane Use and Performance Demand Flows Arrival Flows 95% Back Of QueueCap.Deg. Satn Lane Util. Aver. Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block. [ Total HV ][ Total HV ][ Veh Dist ] veh/h %veh/h %veh/h v/c %sec ft ft %% South: Pua Melia St Lane 1d 122 1.8 122 1.8 450 0.271 100 7.4 LOS A 1.2 29.8 Full 1600 0.0 0.0 Lane 2 41 0.0 41 0.0 1675 0.025 100 2.0 LOS A 0.0 0.0 Short 50 0.0 NA Approach 163 1.3 163 1.3 0.271 6.0 LOS A 1.2 29.8 East: Waikoloa Rd Lane 1 83 5.3 83 5.3 646 0.128 100 9.7 LOS A 0.6 14.8 Short 400 0.0 NA Lane 2d 87 11.0 87 11.0 682 0.128 100 7.2 LOS A 0.6 15.4 Full 1600 0.0 0.0 Lane 3 189 0.0 189 0.0 1675 0.113 100 4.2 LOS A 0.0 0.0 Short 400 0.0 NA Approach 359 3.9 359 3.9 0.128 6.2 LOS A 0.6 15.4 North: Paniolo Ave Lane 1 263 0.0 263 0.0 845 0.311 100 5.6 LOS A 1.6 39.5 Full 1600 0.0 0.0 Lane 2d 463 2.0 463 2.0 935 0.495 100 3.5 LOS A 3.1 79.5 Full 1600 0.0 0.0 Approach 726 1.3 726 1.3 0.495 4.3 LOS A 3.1 79.5 West: Waikoloa Rd Lane 1 534 2.0 534 2.0 920 0.580 100 11.5 LOS B 4.5 113.1 Full 1600 0.0 0.0 Lane 2d 540 3.5 540 3.5 931 0.580 100 8.8 LOS A 4.5 116.2 Short 300 0.0 NA Approach 1074 2.8 1074 2.8 0.580 10.1 LOS B 4.5 116.2 All Vehicles 2322 2.4 2322 2.4 0.580 7.4 LOS A 4.5 116.2 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. d Dominant lane on roundabout approach Approach Lane Flows (veh/h) South: Pua Melia St Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From S To Exit:W N E Lane 1 14 108 -122 1.8 450 0.271 100 NA NA Lane 2 --41 41 0.0 1675 0.025 100 0.0 1 Approach 14 108 41 163 1.3 0.271 East: Waikoloa Rd Mov.L2 T1 R2 Total %HV Deg.Lane Prob.Ov. From E To Exit:S W N Cap. veh/h Satn v/c Util. % SL Ov. % Lane No. Lane 1 42 40 -83 5.3 646 0.128 100 0.0 2 Lane 2 -87 -87 11.0 682 0.128 100 NA NA Lane 3 --189 189 0.0 1675 0.113 100 0.0 2 Approach 42 127 189 359 3.9 0.128 North: Paniolo Ave Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From N To Exit:E S W Lane 1 186 77 -263 0.0 845 0.311 100 NA NA Lane 2 --463 463 2.0 935 0.495 100 NA NA Approach 186 77 463 726 1.3 0.495 West: Waikoloa Rd Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From W To Exit:N E S Lane 1 534 --534 2.0 920 0.580 100 NA NA Lane 2 229 241 70 540 3.5 931 0.580 100 0.0 1 Approach 763 241 70 1074 2.8 0.580 Total %HV Deg.Satn (v/c) All Vehicles 2322 2.4 0.580 Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. Merge Analysis Exit Lane Number Short Lane Length Percent Opng in Lane Opposing Flow Rate Critical Gap Follow-up Headway Lane Flow Rate Capacity Deg. Satn Min. Delay Merge Delay ft %veh/h pcu/h sec sec veh/h veh/h v/c sec sec East Exit: Waikoloa Rd Merge Type: Priority Exit Short Lane 2 200 0.0 427 442 3.00 2.00 41 1348 0.031 0.7 0.8 Merge Lane 1 -100.0 Merge Lane is not Opposed 427 1800 0.237 0.0 0.0 North Exit: Paniolo Ave Merge Type: Priority Exit Short Lane 3 200 0.0 337 344 3.00 2.00 189 1450 0.130 0.5 0.7 Merge Lane 2 -100.0 Merge Lane is not Opposed 337 1800 0.187 0.0 0.0 Variable Demand Analysis Initial Queued Demand Residual Queued Demand Time for Residual Demand to Clear Duration of Oversatn veh veh sec sec South: Pua Melia St Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 East: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 Lane 3 0.0 0.0 0.0 0.0 North: Paniolo Ave Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 West: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: AUSTIN, TSUTSUMI & ASSOCIATES, INC.| Licence: PLUS / 1PC | Processed: Thursday, July 24, 2025 3:05:28 PM Project: N:\2025\25-203 Waikoloa Green\SIDRA\Waikoloa Roundabout.sip9 APPENDIX C LEVEL OF SERVICE CALCULATIONS • Base Year 2038 Conditions HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd BY 2038 AM Waikoloa Green TIAR - BY 2038 AM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 42 29 493 183 265 25 441 148 89 422 66 Future Volume (veh/h) 44 42 29 493 183 265 25 441 148 89 422 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 48 46 0 536 199 0 27 479 52 97 459 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 215 109 659 619 50 562 444 127 662 531 Arrive On Green 0.04 0.06 0.00 0.31 0.33 0.00 0.03 0.32 0.32 0.07 0.37 0.37 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1453 Grp Volume(v), veh/h 48 46 0 536 199 0 27 479 52 97 459 26 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1453 Q Serve(g_s), s 2.3 2.0 0.0 24.0 6.9 0.0 1.3 22.2 2.3 4.7 18.7 1.0 Cycle Q Clear(g_c), s 2.3 2.0 0.0 24.0 6.9 0.0 1.3 22.2 2.3 4.7 18.7 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 215 109 659 619 50 562 444 127 662 531 V/C Ratio(X) 0.22 0.42 0.81 0.32 0.54 0.85 0.12 0.77 0.69 0.05 Avail Cap(c_a), veh/h 538 678 723 897 354 1250 988 625 1584 1271 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.5 39.5 0.0 23.7 22.1 0.0 41.7 27.6 20.8 39.6 23.4 17.8 Incr Delay (d2), s/veh 0.5 2.6 0.0 6.6 0.3 0.0 8.8 3.8 0.1 9.2 1.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.0 0.0 10.4 3.0 0.0 0.7 9.5 0.7 2.3 7.9 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 37.0 42.1 0.0 30.3 22.4 0.0 50.5 31.4 20.9 48.8 24.8 17.9 LnGrp LOS D D C C D C C D C B Approach Vol, veh/h 94 735 558 582 Approach Delay, s/veh 39.5 28.2 31.3 28.4 Approach LOS D C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.3 33.9 31.7 10.0 7.4 37.8 8.4 33.3 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 6.7 24.2 26.0 4.0 3.3 20.7 4.3 8.9 Green Ext Time (p_c), s 0.2 3.6 0.8 0.2 0.0 3.4 0.1 1.2 Intersection Summary HCM 7th Control Delay, s/veh 29.7 HCM 7th LOS C Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd BY 2038 AM Waikoloa Green TIAR - BY 2038 AM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 259 28 28 808 13 100 0 26 15 2 17 Future Vol, veh/h 5 259 28 28 808 13 100 0 26 15 2 17 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 5 282 30 30 878 14 109 0 28 16 2 18 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 892 0 0 313 0 0 810 1262 157 1098 1270 446 Stage 1 - - - - - - 309 309 - 946 946 - Stage 2 - - - - - - 501 953 - 152 324 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 756 - - 1155 - - 202 169 776 167 167 560 Stage 1 - - - - - - 559 658 - 281 338 - Stage 2 - - - - - - 413 336 - 835 648 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 756 - - 1154 - - 186 163 776 156 161 560 Mov Cap-2 Maneuver - - - - - - 186 163 - 156 161 - Stage 1 - - - - - - 554 653 - 274 329 - Stage 2 - - - - - - 386 327 - 799 643 - Approach EB WB NB SB HCM Control Delay, s/v 0.17 0.27 44.84 22.32 HCM LOS E C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 221 756 - - 1154 - - 245 HCM Lane V/C Ratio 0.621 0.007 - - 0.026 - - 0.151 HCM Control Delay (s/veh) 44.8 9.8 - - 8.2 - - 22.3 HCM Lane LOS E A - - A - - C HCM 95th %tile Q(veh) 3.6 0 - - 0.1 - - 0.5 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd BY 2038 AM Waikoloa Green TIAR - BY 2038 AM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 246 53 126 796 67 132 Future Vol, veh/h 246 53 126 796 67 132 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 267 58 137 865 73 143 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 325 0 1003 163 Stage 1 - - - - 296 - Stage 2 - - - - 707 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 1231 - 239 854 Stage 1 - - - - 729 - Stage 2 - - - - 450 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1231 - 212 854 Mov Cap-2 Maneuver - - - - 364 - Stage 1 - - - - 729 - Stage 2 - - - - 400 - Approach EB WB NB HCM Control Delay, s/v 0 1.13 12.52 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 364 854 - - 1231 - HCM Lane V/C Ratio 0.2 0.168 - - 0.111 - HCM Control Delay (s/veh) 17.3 10.1 - - 8.3 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.7 0.6 - - 0.4 - HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd BY 2038 AM Waikoloa Green TIAR - BY 2038 AM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 11.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 181 154 161 198 279 137 Future Vol, veh/h 181 154 161 198 279 137 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 197 167 175 215 303 149 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 868 303 303 0 - 0 Stage 1 303 - - - - - Stage 2 565 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver 323 709 1208 - - 0 Stage 1 749 - - - - 0 Stage 2 569 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver 276 709 1208 - - - Mov Cap-2 Maneuver 276 - - - - - Stage 1 641 - - - - - Stage 2 569 - - - - - Approach EB NB SB HCM Control Delay, s/v29.61 3.8 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1208 - 276 709 - HCM Lane V/C Ratio 0.145 - 0.713 0.236 - HCM Control Delay (s/veh) 8.5 - 44.9 11.6 - HCM Lane LOS A - E B - HCM 95th %tile Q(veh) 0.5 - 5 0.9 - HCM 7th Signalized Intersection Summary 6: Mamalahoa Hwy & Daniel K. Inouye Hwy BY 2038 AM Waikoloa Green TIAR - BY 2038 AM Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 96 49 117 180 110 91 196 26 78 218 136 Future Volume (veh/h) 83 96 49 117 180 110 91 196 26 78 218 136 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 90 104 7 127 196 0 99 213 0 85 237 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 134 270 229 167 304 141 366 130 354 Arrive On Green 0.08 0.14 0.14 0.09 0.16 0.00 0.08 0.20 0.00 0.07 0.19 0.00 Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 90 104 7 127 196 0 99 213 0 85 237 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 2.2 2.2 0.2 3.1 4.4 0.0 2.4 4.6 0.0 2.1 5.2 0.0 Cycle Q Clear(g_c), s 2.2 2.2 0.2 3.1 4.4 0.0 2.4 4.6 0.0 2.1 5.2 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 134 270 229 167 304 141 366 130 354 V/C Ratio(X) 0.67 0.39 0.03 0.76 0.64 0.70 0.58 0.65 0.67 Avail Cap(c_a), veh/h 399 839 711 519 965 399 1090 359 1048 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 20.1 17.3 16.4 19.7 17.5 0.0 20.0 16.3 0.0 20.1 16.8 0.0 Incr Delay (d2), s/veh 5.7 0.9 0.1 6.9 2.3 0.0 6.2 1.5 0.0 5.5 2.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.9 0.1 1.5 1.8 0.0 1.1 1.8 0.0 1.0 2.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 25.8 18.2 16.5 26.7 19.7 0.0 26.2 17.8 0.0 25.6 19.0 0.0 LnGrp LOS C B B C B C B C B Approach Vol, veh/h 201 323 312 322 Approach Delay, s/veh 21.5 22.5 20.4 20.7 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.3 14.7 9.2 12.4 8.5 14.4 8.4 13.3 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 9.0 26.0 13.0 20.0 10.0 25.0 10.0 23.0 Max Q Clear Time (g_c+I1), s 4.1 6.6 5.1 4.2 4.4 7.2 4.2 6.4 Green Ext Time (p_c), s 0.1 1.1 0.2 0.4 0.1 1.2 0.1 0.9 Intersection Summary HCM 7th Control Delay, s/veh 21.3 HCM 7th LOS C Notes Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. LANE SUMMARY Site: 101 [BY 2038 AM (Site Folder: 2038)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Lane Use and Performance Demand Flows Arrival Flows 95% Back Of QueueCap.Deg. Satn Lane Util. Aver. Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block. [ Total HV ][ Total HV ][ Veh Dist ] veh/h %veh/h %veh/h v/c %sec ft ft %% South: Pua Melia St Lane 1d 63 19.0 63 19.0 569 0.111 100 5.9 LOS A 0.4 12.4 Full 1600 0.0 0.0 Lane 2 32 11.0 32 11.0 1509 0.021 100 2.1 LOS A 0.0 0.0 Short 50 0.0 NA Approach 95 16.3 95 16.3 0.111 4.6 LOS A 0.4 12.4 East: Waikoloa Rd Lane 1 100 12.5 100 12.5 932 0.107 100 6.7 LOS A 0.4 12.2 Short 400 0.0 NA Lane 2d 104 14.0 104 14.0 975 0.107 100 5.2 LOS A 0.4 12.4 Full 1600 0.0 0.0 Lane 3 138 6.0 138 6.0 1580 0.087 100 3.7 LOS A 0.0 0.0 Short 400 0.0 NA Approach 342 10.3 342 10.3 0.107 5.1 LOS A 0.4 12.4 North: Paniolo Ave Lane 1 280 1.4 280 1.4 659 0.425 100 7.6 LOS A 2.2 55.9 Full 1600 0.0 0.0 Lane 2d 749 2.0 749 2.0 913 0.820 100 8.1 LOS A 10.9 275.8 Full 1600 0.0 0.0 Approach 1029 1.8 1029 1.8 0.820 8.0 LOS A 10.9 275.8 West: Waikoloa Rd Lane 1d 184 4.0 184 4.0 884 0.209 100 10.2 LOS B 1.0 26.9 Full 1600 0.0 0.0 Lane 2 175 11.4 175 11.4 840 0.209 100 7.0 LOS A 1.1 28.9 Short 300 0.0 NA Approach 360 7.6 360 7.6 0.209 8.6 LOS A 1.1 28.9 All Vehicles 1826 5.3 1826 5.3 0.820 7.4 LOS A 10.9 275.8 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. d Dominant lane on roundabout approach Approach Lane Flows (veh/h) South: Pua Melia St Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From S To Exit:W N E Lane 1 11 52 -63 19.0 569 0.111 100 NA NA Lane 2 --32 32 11.0 1509 0.021 100 0.0 1 Approach 11 52 32 95 16.3 0.111 East: Waikoloa Rd Mov.L2 T1 R2 Total %HV Deg.Lane Prob.Ov. From E To Exit:S W N Cap. veh/h Satn v/c Util. % SL Ov. % Lane No. Lane 1 30 69 -100 12.5 932 0.107 100 0.0 2 Lane 2 -104 -104 14.0 975 0.107 100 NA NA Lane 3 --138 138 6.0 1580 0.087 100 0.0 2 Approach 30 174 138 342 10.3 0.107 North: Paniolo Ave Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From N To Exit:E S W Lane 1 239 41 -280 1.4 659 0.425 100 NA NA Lane 2 --749 749 2.0 913 0.820 100 NA NA Approach 239 41 749 1029 1.8 0.820 West: Waikoloa Rd Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From W To Exit:N E S Lane 1 184 --184 4.0 884 0.209 100 NA NA Lane 2 43 101 32 175 11.4 840 0.209 100 0.0 1 Approach 227 101 32 360 7.6 0.209 Total %HV Deg.Satn (v/c) All Vehicles 1826 5.3 0.820 Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. Merge Analysis Exit Lane Number Short Lane Length Percent Opng in Lane Opposing Flow Rate Critical Gap Follow-up Headway Lane Flow Rate Capacity Deg. Satn Min. Delay Merge Delay ft %veh/h pcu/h sec sec veh/h veh/h v/c sec sec East Exit: Waikoloa Rd Merge Type: Priority Exit Short Lane 2 200 0.0 340 361 3.33 2.22 32 1221 0.026 0.7 0.9 Merge Lane 1 -100.0 Merge Lane is not Opposed 340 1800 0.189 0.0 0.0 North Exit: Paniolo Ave Merge Type: Priority Exit Short Lane 3 200 0.0 95 107 3.18 2.12 138 1585 0.087 0.2 0.2 Merge Lane 2 -100.0 Merge Lane is not Opposed 95 1800 0.053 0.0 0.0 Variable Demand Analysis Initial Queued Demand Residual Queued Demand Time for Residual Demand to Clear Duration of Oversatn veh veh sec sec South: Pua Melia St Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 East: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 Lane 3 0.0 0.0 0.0 0.0 North: Paniolo Ave Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 West: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: AUSTIN, TSUTSUMI & ASSOCIATES, INC.| Licence: PLUS / 1PC | Processed: Wednesday, July 30,2025 5:53:13 PM Project: N:\2025\25-203 Waikoloa Green\SIDRA\Waikoloa Roundabout.sip9 HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd BY 2038 PM Waikoloa Green TIAR - BY 2038 PM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 156 23 285 97 125 39 572 529 270 681 93 Future Volume (veh/h) 90 156 23 285 97 125 39 572 529 270 681 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 98 170 0 310 105 0 42 622 253 293 740 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 294 205 374 410 55 674 533 319 972 780 Arrive On Green 0.06 0.11 0.00 0.17 0.22 0.00 0.03 0.38 0.38 0.18 0.54 0.54 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Grp Volume(v), veh/h 98 170 0 310 105 0 42 622 253 293 740 50 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Q Serve(g_s), s 7.0 12.1 0.0 21.3 6.3 0.0 3.2 46.7 19.0 22.6 44.1 2.3 Cycle Q Clear(g_c), s 7.0 12.1 0.0 21.3 6.3 0.0 3.2 46.7 19.0 22.6 44.1 2.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 294 205 374 410 55 674 533 319 972 780 V/C Ratio(X) 0.33 0.83 0.83 0.26 0.77 0.92 0.47 0.92 0.76 0.06 Avail Cap(c_a), veh/h 431 427 451 565 223 788 622 394 998 801 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.1 60.3 0.0 42.7 44.9 0.0 66.4 40.4 31.9 55.4 25.0 15.3 Incr Delay (d2), s/veh 0.7 8.4 0.0 10.4 0.3 0.0 19.6 14.9 0.7 23.1 3.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 6.3 0.0 10.2 3.1 0.0 1.8 22.7 6.5 12.1 19.5 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 50.8 68.6 0.0 53.1 45.2 0.0 86.0 55.4 32.6 78.5 28.4 15.4 LnGrp LOS D E D D F E C E C B Approach Vol, veh/h 268 415 917 1083 Approach Delay, s/veh 62.1 51.1 50.5 41.4 Approach LOS E D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 30.1 59.1 28.8 19.9 9.2 80.0 13.9 34.8 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 24.6 48.7 23.3 14.1 5.2 46.1 9.0 8.3 Green Ext Time (p_c), s 0.5 4.4 0.5 0.8 0.0 6.3 0.2 0.6 Intersection Summary HCM 7th Control Delay, s/veh 48.1 HCM 7th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd BY 2038 PM Waikoloa Green TIAR - BY 2038 PM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 858 94 9 464 14 36 2 28 15 0 12 Future Vol, veh/h 12 858 94 9 464 14 36 2 28 15 0 12 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 13 933 102 10 504 15 39 2 30 16 0 13 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 520 0 0 1036 0 0 1283 1550 518 1025 1593 260 Stage 1 - - - - - - 1011 1011 - 532 532 - Stage 2 - - - - - - 272 539 - 493 1062 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 1043 - - 594 - - 82 113 433 189 106 739 Stage 1 - - - - - - 182 315 - 499 524 - Stage 2 - - - - - - 592 520 - 526 298 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1043 - - 594 - - 78 109 433 168 103 739 Mov Cap-2 Maneuver - - - - - - 78 109 - 168 103 - Stage 1 - - - - - - 180 311 - 491 515 - Stage 2 - - - - - - 572 511 - 480 294 - Approach EB WB NB SB HCM Control Delay, s/v 0.11 0.21 70.85 20.92 HCM LOS F C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 121 1043 - - 594 - - 255 HCM Lane V/C Ratio 0.592 0.013 - - 0.016 - - 0.115 HCM Control Delay (s/veh) 70.8 8.5 - - 11.2 - - 20.9 HCM Lane LOS F A - - B - - C HCM 95th %tile Q(veh) 3 0 - - 0.1 - - 0.4 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd BY 2038 PM Waikoloa Green TIAR - BY 2038 PM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 751 135 231 374 96 310 Future Vol, veh/h 751 135 231 374 96 310 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 816 147 251 407 104 337 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 963 0 1595 482 Stage 1 - - - - 890 - Stage 2 - - - - 705 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 710 - ~ 98 531 Stage 1 - - - - 362 - Stage 2 - - - - 451 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 710 - ~ 63 531 Mov Cap-2 Maneuver - - - - 223 - Stage 1 - - - - 362 - Stage 2 - - - - 291 - Approach EB WB NB HCM Control Delay, s/v 0 4.89 25.63 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 223 531 - - 710 - HCM Lane V/C Ratio 0.469 0.635 - - 0.353 - HCM Control Delay (s/veh) 34.7 22.8 - - 12.8 - HCM Lane LOS D C - - B - HCM 95th %tile Q(veh) 2.3 4.4 - - 1.6 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd BY 2038 PM Waikoloa Green TIAR - BY 2038 PM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 21 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 184 248 179 344 305 143 Future Vol, veh/h 184 248 179 344 305 143 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 200 270 195 374 332 155 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1095 332 332 0 - 0 Stage 1 332 - - - - - Stage 2 763 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver 237 683 1179 - - 0 Stage 1 727 - - - - 0 Stage 2 460 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 198 683 1179 - - - Mov Cap-2 Maneuver ~ 198 - - - - - Stage 1 607 - - - - - Stage 2 460 - - - - - Approach EB NB SB HCM Control Delay, s/v57.73 2.96 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1179 - 198 683 - HCM Lane V/C Ratio 0.165 - 1.012 0.394 - HCM Control Delay (s/veh) 8.7 - 117.1 13.7 - HCM Lane LOS A - F B - HCM 95th %tile Q(veh) 0.6 - 8.8 1.9 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Summary 6: Mamalahoa Hwy & Daniel K. Inouye Hwy BY 2038 PM Waikoloa Green TIAR - BY 2038 PM Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 160 237 100 72 117 101 84 276 153 194 260 99 Future Volume (veh/h) 160 237 100 72 117 101 84 276 153 194 260 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 174 258 21 78 127 0 91 300 0 211 283 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 222 351 298 112 235 120 392 266 545 Arrive On Green 0.12 0.19 0.19 0.06 0.13 0.00 0.07 0.21 0.00 0.15 0.29 0.00 Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 174 258 21 78 127 0 91 300 0 211 283 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 5.3 7.3 0.6 2.4 3.6 0.0 2.8 8.5 0.0 6.4 7.1 0.0 Cycle Q Clear(g_c), s 5.3 7.3 0.6 2.4 3.6 0.0 2.8 8.5 0.0 6.4 7.1 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 222 351 298 112 235 120 392 266 545 V/C Ratio(X) 0.78 0.73 0.07 0.70 0.54 0.76 0.77 0.79 0.52 Avail Cap(c_a), veh/h 380 764 648 285 665 317 731 443 864 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.9 21.5 18.8 25.9 23.1 0.0 25.8 20.9 0.0 23.1 16.7 0.0 Incr Delay (d2), s/veh 6.0 3.0 0.1 7.7 1.9 0.0 9.3 3.1 0.0 5.4 0.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 3.2 0.2 1.2 1.6 0.0 1.4 3.7 0.0 2.9 2.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 29.8 24.5 18.9 33.5 25.0 0.0 35.1 24.1 0.0 28.5 17.4 0.0 LnGrp LOS C C B C C D C C B Approach Vol, veh/h 453 205 391 494 Approach Delay, s/veh 26.3 28.3 26.6 22.1 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.4 17.8 8.5 16.6 8.8 22.4 12.0 13.1 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 14.0 22.0 9.0 23.0 10.0 26.0 12.0 20.0 Max Q Clear Time (g_c+I1), s 8.4 10.5 4.4 9.3 4.8 9.1 7.3 5.6 Green Ext Time (p_c), s 0.3 1.3 0.1 1.3 0.1 1.5 0.2 0.5 Intersection Summary HCM 7th Control Delay, s/veh 25.3 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. LANE SUMMARY Site: 101 [BY 2038 PM (Site Folder: 2038)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Lane Use and Performance Demand Flows Arrival Flows 95% Back Of QueueCap.Deg. Satn Lane Util. Aver. Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block. [ Total HV ][ Total HV ][ Veh Dist ] veh/h %veh/h %veh/h v/c %sec ft ft %% South: Pua Melia St Lane 1d 122 1.8 122 1.8 446 0.273 100 7.4 LOS A 1.2 30.0 Full 1600 0.0 0.0 Lane 2 41 0.0 41 0.0 1675 0.025 100 2.1 LOS A 0.0 0.0 Short 50 0.0 NA Approach 163 1.3 163 1.3 0.273 6.1 LOS A 1.2 30.0 East: Waikoloa Rd Lane 1 84 5.4 84 5.4 644 0.131 100 9.7 LOS A 0.6 15.2 Short 400 0.0 NA Lane 2d 89 11.0 89 11.0 680 0.131 100 7.3 LOS A 0.6 15.9 Full 1600 0.0 0.0 Lane 3 189 0.0 189 0.0 1675 0.113 100 4.1 LOS A 0.0 0.0 Short 400 0.0 NA Approach 362 4.0 362 4.0 0.131 6.2 LOS A 0.6 15.9 North: Paniolo Ave Lane 1 263 0.0 263 0.0 842 0.312 100 5.7 LOS A 1.6 39.6 Full 1600 0.0 0.0 Lane 2d 463 2.0 463 2.0 932 0.497 100 3.5 LOS A 3.1 79.7 Full 1600 0.0 0.0 Approach 726 1.3 726 1.3 0.497 4.3 LOS A 3.1 79.7 West: Waikoloa Rd Lane 1 538 2.0 538 2.0 920 0.585 100 11.5 LOS B 4.5 115.4 Full 1600 0.0 0.0 Lane 2d 544 3.6 544 3.6 930 0.585 100 8.8 LOS A 4.6 118.7 Short 300 0.0 NA Approach 1083 2.8 1083 2.8 0.585 10.1 LOS B 4.6 118.7 All Vehicles 2334 2.4 2334 2.4 0.585 7.4 LOS A 4.6 118.7 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. d Dominant lane on roundabout approach Approach Lane Flows (veh/h) South: Pua Melia St Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From S To Exit:W N E Lane 1 14 108 -122 1.8 446 0.273 100 NA NA Lane 2 --41 41 0.0 1675 0.025 100 0.0 1 Approach 14 108 41 163 1.3 0.273 East: Waikoloa Rd Mov.L2 T1 R2 Total %HV Deg.Lane Prob.Ov. From E To Exit:S W N Cap. veh/h Satn v/c Util. % SL Ov. % Lane No. Lane 1 42 42 -84 5.4 644 0.131 100 0.0 2 Lane 2 -89 -89 11.0 680 0.131 100 NA NA Lane 3 --189 189 0.0 1675 0.113 100 0.0 2 Approach 42 130 189 362 4.0 0.131 North: Paniolo Ave Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From N To Exit:E S W Lane 1 186 77 -263 0.0 842 0.312 100 NA NA Lane 2 --463 463 2.0 932 0.497 100 NA NA Approach 186 77 463 726 1.3 0.497 West: Waikoloa Rd Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From W To Exit:N E S Lane 1 538 --538 2.0 920 0.585 100 NA NA Lane 2 225 250 70 544 3.6 930 0.585 100 0.0 1 Approach 763 250 70 1083 2.8 0.585 Total %HV Deg.Satn (v/c) All Vehicles 2334 2.4 0.585 Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. Merge Analysis Exit Lane Number Short Lane Length Percent Opng in Lane Opposing Flow Rate Critical Gap Follow-up Headway Lane Flow Rate Capacity Deg. Satn Min. Delay Merge Delay ft %veh/h pcu/h sec sec veh/h veh/h v/c sec sec East Exit: Waikoloa Rd Merge Type: Priority Exit Short Lane 2 200 0.0 436 451 3.00 2.00 41 1338 0.031 0.7 0.8 Merge Lane 1 -100.0 Merge Lane is not Opposed 436 1800 0.242 0.0 0.0 North Exit: Paniolo Ave Merge Type: Priority Exit Short Lane 3 200 0.0 332 339 3.00 2.00 189 1455 0.130 0.5 0.7 Merge Lane 2 -100.0 Merge Lane is not Opposed 332 1800 0.185 0.0 0.0 Variable Demand Analysis Initial Queued Demand Residual Queued Demand Time for Residual Demand to Clear Duration of Oversatn veh veh sec sec South: Pua Melia St Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 East: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 Lane 3 0.0 0.0 0.0 0.0 North: Paniolo Ave Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 West: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: AUSTIN, TSUTSUMI & ASSOCIATES, INC.| Licence: PLUS / 1PC | Processed: Wednesday, July 30,2025 5:53:13 PM Project: N:\2025\25-203 Waikoloa Green\SIDRA\Waikoloa Roundabout.sip9 APPENDIX C LEVEL OF SERVICE CALCULATIONS • Base Year 2045 Conditions HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd BY 2045 AM Waikoloa Green TIAR - BY 2045 AM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 64 34 373 321 202 28 635 99 25 1078 73 Future Volume (veh/h) 51 64 34 373 321 202 28 635 99 25 1078 73 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 55 70 0 405 349 0 30 690 44 27 1172 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 172 100 450 439 45 969 766 41 1000 802 Arrive On Green 0.04 0.05 0.00 0.22 0.23 0.00 0.02 0.55 0.55 0.02 0.55 0.55 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Grp Volume(v), veh/h 55 70 0 405 349 0 30 690 44 27 1172 38 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Q Serve(g_s), s 4.2 5.0 0.0 30.0 23.8 0.0 2.3 40.0 2.0 2.1 76.0 1.7 Cycle Q Clear(g_c), s 4.2 5.0 0.0 30.0 23.8 0.0 2.3 40.0 2.0 2.1 76.0 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 172 100 450 439 45 969 766 41 1000 802 V/C Ratio(X) 0.32 0.70 0.90 0.80 0.67 0.71 0.06 0.66 1.17 0.05 Avail Cap(c_a), veh/h 351 428 450 566 223 969 766 395 1000 802 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.6 64.1 0.0 46.3 49.9 0.0 66.6 22.7 14.2 66.7 30.8 14.2 Incr Delay (d2), s/veh 1.1 8.4 0.0 20.9 6.0 0.0 15.8 2.5 0.0 16.5 88.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 2.7 0.0 15.5 12.1 0.0 1.2 16.8 0.7 1.1 56.3 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 59.6 72.5 0.0 67.2 55.9 0.0 82.4 25.1 14.2 83.2 119.2 14.2 LnGrp LOS E E E E F C B F F B Approach Vol, veh/h 125 754 764 1237 Approach Delay, s/veh 66.8 62.0 26.7 115.2 Approach LOS E E C F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.2 82.2 35.0 12.3 8.4 82.0 10.5 36.8 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 4.1 42.0 32.0 7.0 4.3 78.0 6.2 25.8 Green Ext Time (p_c), s 0.0 5.1 0.0 0.3 0.0 0.0 0.1 1.8 Intersection Summary HCM 7th Control Delay, s/veh 75.7 HCM 7th LOS E Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd BY 2045 AM Waikoloa Green TIAR - BY 2045 AM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 146 28 28 558 13 100 0 26 15 2 17 Future Vol, veh/h 5 146 28 28 558 13 100 0 26 15 2 17 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 5 159 30 30 607 14 109 0 28 16 2 18 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 621 0 0 190 0 0 551 867 96 765 875 310 Stage 1 - - - - - - 186 186 - 674 674 - Stage 2 - - - - - - 365 682 - 90 201 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 956 - - 1291 - - 328 289 857 293 286 686 Stage 1 - - - - - - 676 745 - 410 451 - Stage 2 - - - - - - 512 448 - 907 734 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 956 - - 1290 - - 307 281 856 275 277 686 Mov Cap-2 Maneuver - - - - - - 307 281 - 275 277 - Stage 1 - - - - - - 672 740 - 401 441 - Stage 2 - - - - - - 484 438 - 872 729 - Approach EB WB NB SB HCM Control Delay, s/v 0.25 0.37 21.47 15.12 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 354 956 - - 1290 - - 393 HCM Lane V/C Ratio 0.387 0.006 - - 0.024 - - 0.094 HCM Control Delay (s/veh) 21.5 8.8 - - 7.9 - - 15.1 HCM Lane LOS C A - - A - - C HCM 95th %tile Q(veh) 1.8 0 - - 0.1 - - 0.3 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd BY 2045 AM Waikoloa Green TIAR - BY 2045 AM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 3.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 133 53 126 546 67 132 Future Vol, veh/h 133 53 126 546 67 132 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 145 58 137 593 73 143 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 202 0 744 101 Stage 1 - - - - 173 - Stage 2 - - - - 571 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 1367 - 350 935 Stage 1 - - - - 839 - Stage 2 - - - - 529 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1367 - 315 935 Mov Cap-2 Maneuver - - - - 441 - Stage 1 - - - - 839 - Stage 2 - - - - 476 - Approach EB WB NB HCM Control Delay, s/v 0 1.49 11.3 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 441 935 - - 1367 - HCM Lane V/C Ratio 0.165 0.154 - - 0.1 - HCM Control Delay (s/veh) 14.8 9.5 - - 7.9 - HCM Lane LOS B A - - A - HCM 95th %tile Q(veh) 0.6 0.5 - - 0.3 - HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd BY 2045 AM Waikoloa Green TIAR - BY 2045 AM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 41.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 205 319 246 234 331 158 Future Vol, veh/h 205 319 246 234 331 158 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 223 347 267 254 360 172 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1149 360 360 0 - 0 Stage 1 360 - - - - - Stage 2 789 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver ~ 219 659 1151 - - 0 Stage 1 706 - - - - 0 Stage 2 447 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 168 659 1151 - - - Mov Cap-2 Maneuver ~ 168 - - - - - Stage 1 542 - - - - - Stage 2 447 - - - - - Approach EB NB SB HCM Control Delay, s/v101.14 4.65 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1151 - 168 659 - HCM Lane V/C Ratio 0.232 - 1.323 0.527 - HCM Control Delay (s/veh) 9.1 - 233 16.4 - HCM Lane LOS A - F C - HCM 95th %tile Q(veh) 0.9 - 13.1 3.1 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Summary 6: Mamalahoa Hwy & Daniel K. Inouye Hwy BY 2045 AM Waikoloa Green TIAR - BY 2045 AM Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 93 108 73 122 198 141 110 276 27 128 364 157 Future Volume (veh/h) 93 108 73 122 198 141 110 276 27 128 364 157 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 101 117 14 133 215 0 120 300 0 139 396 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 130 261 221 172 305 155 484 180 511 Arrive On Green 0.07 0.14 0.14 0.10 0.16 0.00 0.09 0.26 0.00 0.10 0.27 0.00 Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 101 117 14 133 215 0 120 300 0 139 396 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 3.0 3.1 0.4 4.0 5.9 0.0 3.6 7.7 0.0 4.1 10.6 0.0 Cycle Q Clear(g_c), s 3.0 3.1 0.4 4.0 5.9 0.0 3.6 7.7 0.0 4.1 10.6 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 130 261 221 172 305 155 484 180 511 V/C Ratio(X) 0.78 0.45 0.06 0.78 0.71 0.78 0.62 0.77 0.78 Avail Cap(c_a), veh/h 262 721 611 294 756 262 927 360 1030 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 24.8 21.5 20.3 24.0 21.6 0.0 24.3 17.8 0.0 23.9 18.2 0.0 Incr Delay (d2), s/veh 9.4 1.2 0.1 7.3 3.0 0.0 8.0 1.3 0.0 6.8 2.6 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 1.4 0.2 1.9 2.6 0.0 1.8 3.1 0.0 2.0 4.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 34.2 22.7 20.5 31.3 24.6 0.0 32.4 19.1 0.0 30.7 20.8 0.0 LnGrp LOS C C C C C C B C C Approach Vol, veh/h 232 348 420 535 Approach Delay, s/veh 27.6 27.1 22.9 23.4 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.5 20.1 10.2 13.6 9.7 20.9 9.0 14.9 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 11.0 27.0 9.0 21.0 8.0 30.0 8.0 22.0 Max Q Clear Time (g_c+I1), s 6.1 9.7 6.0 5.1 5.6 12.6 5.0 7.9 Green Ext Time (p_c), s 0.1 1.6 0.1 0.5 0.1 2.2 0.1 1.0 Intersection Summary HCM 7th Control Delay, s/veh 24.7 HCM 7th LOS C Notes Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. LANE SUMMARY Site: 101 [BY 2045 AM (Site Folder: 2045)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Lane Use and Performance Demand Flows Arrival Flows 95% Back Of QueueCap.Deg. Satn Lane Util. Aver. Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block. [ Total HV ][ Total HV ][ Veh Dist ] veh/h %veh/h %veh/h v/c %sec ft ft %% South: Pua Melia St Lane 1d 89 19.3 89 19.3 529 0.169 100 6.3 LOS A 0.7 19.8 Full 1600 0.0 0.0 Lane 2 32 11.0 32 11.0 1509 0.021 100 2.9 LOS A 0.0 0.0 Short 50 0.0 NA Approach 121 17.1 121 17.1 0.169 5.4 LOS A 0.7 19.8 East: Waikoloa Rd Lane 1 116 12.7 116 12.7 1040 0.112 100 6.0 LOS A 0.5 13.6 Short 400 0.0 NA Lane 2d 119 14.0 119 14.0 1067 0.112 100 4.8 LOS A 0.5 13.7 Full 1600 0.0 0.0 Lane 3 222 6.0 222 6.0 1580 0.140 100 3.7 LOS A 0.0 0.0 Short 400 0.0 NA Approach 458 9.8 458 9.8 0.140 4.6 LOS A 0.5 13.7 North: Paniolo Ave Lane 1d 482 1.4 482 1.4 896 0.537 100 7.3 LOS A 3.4 85.3 Full 1600 0.0 0.0 Lane 2 446 2.0 446 2.0 944 0.472 100 3.8 LOS A 2.7 69.6 Full 1600 0.0 0.0 Approach 927 1.7 927 1.7 0.537 5.6 LOS A 3.4 85.3 West: Waikoloa Rd Lane 1 75 4.0 75 4.0 580 0.129 515 12.2 LOS B 0.6 15.7 Full 1600 0.0 0.0 Lane 2d 162 14.5 162 14.5 639 0.253 100 7.8 LOS A 1.3 36.1 Short 300 0.0 NA Approach 237 11.2 237 11.2 0.253 9.2 LOS A 1.3 36.1 All Vehicles 1742 6.2 1742 6.2 0.537 5.8 LOS A 3.4 85.3 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. 5 Lane under-utilisation found by the program d Dominant lane on roundabout approach Approach Lane Flows (veh/h) South: Pua Melia St Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From S To Exit:W N E Lane 1 11 78 -89 19.3 529 0.169 100 NA NA Lane 2 --32 32 11.0 1509 0.021 100 0.0 1 Approach 11 78 32 121 17.1 0.169 East: Waikoloa Rd Mov.L2 T1 R2 Total %HV Deg.Lane Prob.Ov. From E To Exit:S W N Cap. veh/h Satn v/c Util. % SL Ov. % Lane No. Lane 1 30 86 -116 12.7 1040 0.112 100 0.0 2 Lane 2 -119 -119 14.0 1067 0.112 100 NA NA Lane 3 --222 222 6.0 1580 0.140 100 0.0 2 Approach 30 205 222 458 9.8 0.140 North: Paniolo Ave Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From N To Exit:E S W Lane 1 415 66 -482 1.4 896 0.537 100 NA NA Lane 2 --446 446 2.0 944 0.472 100 NA NA Approach 415 66 446 927 1.7 0.537 West: Waikoloa Rd Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From W To Exit:N E S Lane 1 75 --75 4.0 580 0.129 515 NA NA Lane 2 -130 32 162 14.5 639 0.253 100 0.0 1 Approach 75 130 32 237 11.2 0.253 Total %HV Deg.Satn (v/c) All Vehicles 1742 6.2 0.537 Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. 5 Lane under-utilisation found by the program Merge Analysis Exit Lane Number Short Lane Length Percent Opng in Lane Opposing Flow Rate Critical Gap Follow-up Headway Lane Flow Rate Capacity Deg. Satn Min. Delay Merge Delay ft %veh/h pcu/h sec sec veh/h veh/h v/c sec sec East Exit: Waikoloa Rd Merge Type: Priority Exit Short Lane 2 200 0.0 546 573 3.33 2.22 32 976 0.032 1.4 1.6 Merge Lane 1 -100.0 Merge Lane is not Opposed 546 1800 0.303 0.0 0.0 North Exit: Paniolo Ave Merge Type: Priority Exit Short Lane 3 200 0.0 78 94 3.18 2.12 222 1599 0.139 0.1 0.2 Merge Lane 2 -100.0 Merge Lane is not Opposed 78 1800 0.043 0.0 0.0 Variable Demand Analysis Initial Queued Demand Residual Queued Demand Time for Residual Demand to Clear Duration of Oversatn veh veh sec sec South: Pua Melia St Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 East: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 Lane 3 0.0 0.0 0.0 0.0 North: Paniolo Ave Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 West: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: AUSTIN, TSUTSUMI & ASSOCIATES, INC.| Licence: PLUS / 1PC | Processed: Wednesday, July 30,2025 5:56:09 PM Project: N:\2025\25-203 Waikoloa Green\SIDRA\Waikoloa Roundabout.sip9 HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd BY 2045 PM Waikoloa Green TIAR - BY 2045 PM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 102 280 26 183 172 95 44 1199 523 140 1121 104 Future Volume (veh/h) 102 280 26 183 172 95 44 1199 523 140 1121 104 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 111 304 0 199 187 0 48 1303 285 152 1218 53 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 314 336 257 414 63 823 650 177 971 780 Arrive On Green 0.07 0.18 0.00 0.11 0.22 0.00 0.03 0.47 0.47 0.10 0.54 0.54 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Grp Volume(v), veh/h 111 304 0 199 187 0 48 1303 285 152 1218 53 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Q Serve(g_s), s 7.7 22.8 0.0 13.3 12.4 0.0 3.8 68.3 20.0 12.4 78.0 2.6 Cycle Q Clear(g_c), s 7.7 22.8 0.0 13.3 12.4 0.0 3.8 68.3 20.0 12.4 78.0 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 314 336 257 414 63 823 650 177 971 780 V/C Ratio(X) 0.35 0.91 0.78 0.45 0.77 1.58 0.44 0.86 1.25 0.07 Avail Cap(c_a), veh/h 410 405 402 536 211 823 650 337 971 780 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.7 58.7 0.0 42.9 49.4 0.0 69.6 38.6 25.7 64.4 33.7 16.2 Incr Delay (d2), s/veh 0.7 21.0 0.0 5.0 0.8 0.0 17.5 268.3 0.5 11.3 122.9 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 13.0 0.0 6.1 6.0 0.0 2.1 90.1 6.7 6.1 66.4 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 45.4 79.7 0.0 47.9 50.1 0.0 87.1 306.8 26.2 75.6 156.6 16.3 LnGrp LOS D E D D F F C E F B Approach Vol, veh/h 415 386 1636 1423 Approach Delay, s/veh 70.5 49.0 251.5 142.7 Approach LOS E D F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.7 74.3 20.7 30.7 10.0 84.0 14.7 36.7 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 28.0 67.0 28.0 31.0 17.0 78.0 18.0 41.0 Max Q Clear Time (g_c+I1), s 14.4 70.3 15.3 24.8 5.8 80.0 9.7 14.4 Green Ext Time (p_c), s 0.3 0.0 0.4 0.9 0.1 0.0 0.1 1.0 Intersection Summary HCM 7th Control Delay, s/veh 171.7 HCM 7th LOS F Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd BY 2045 PM Waikoloa Green TIAR - BY 2045 PM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 657 94 9 330 14 36 2 28 15 0 12 Future Vol, veh/h 12 657 94 9 330 14 36 2 28 15 0 12 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 13 714 102 10 359 15 39 2 30 16 0 13 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 374 0 0 817 0 0 991 1186 409 770 1229 187 Stage 1 - - - - - - 792 792 - 386 386 - Stage 2 - - - - - - 199 393 - 384 843 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 1181 - - 728 - - 143 187 517 290 176 823 Stage 1 - - - - - - 260 399 - 609 609 - Stage 2 - - - - - - 663 604 - 610 378 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1181 - - 727 - - 137 183 517 263 172 823 Mov Cap-2 Maneuver - - - - - - 137 183 - 263 172 - Stage 1 - - - - - - 257 394 - 601 601 - Stage 2 - - - - - - 644 596 - 565 373 - Approach EB WB NB SB HCM Control Delay, s/v 0.13 0.26 32.44 15.34 HCM LOS D C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 201 1181 - - 727 - - 377 HCM Lane V/C Ratio 0.356 0.011 - - 0.013 - - 0.078 HCM Control Delay (s/veh) 32.4 8.1 - - 10 - - 15.3 HCM Lane LOS D A - - B - - C HCM 95th %tile Q(veh) 1.5 0 - - 0 - - 0.3 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd BY 2045 PM Waikoloa Green TIAR - BY 2045 PM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 6.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 550 135 231 240 96 310 Future Vol, veh/h 550 135 231 240 96 310 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 598 147 251 261 104 337 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 745 0 1304 372 Stage 1 - - - - 671 - Stage 2 - - - - 633 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 859 - 152 625 Stage 1 - - - - 469 - Stage 2 - - - - 491 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 859 - 108 625 Mov Cap-2 Maneuver - - - - 282 - Stage 1 - - - - 469 - Stage 2 - - - - 348 - Approach EB WB NB HCM Control Delay, s/v 0 5.35 19.12 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 282 625 - - 859 - HCM Lane V/C Ratio 0.37 0.539 - - 0.292 - HCM Control Delay (s/veh) 25 17.3 - - 10.9 - HCM Lane LOS D C - - B - HCM 95th %tile Q(veh) 1.6 3.2 - - 1.2 - HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd BY 2045 PM Waikoloa Green TIAR - BY 2045 PM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 118.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 210 385 331 407 371 167 Future Vol, veh/h 210 385 331 407 371 167 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 228 418 360 442 403 182 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1565 403 403 0 - 0 Stage 1 403 - - - - - Stage 2 1162 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver ~ 123 622 1108 - - 0 Stage 1 675 - - - - 0 Stage 2 298 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 83 622 1108 - - - Mov Cap-2 Maneuver ~ 83 - - - - - Stage 1 456 - - - - - Stage 2 298 - - - - - Approach EB NB SB HCM Control Delay, s/v$ 332.7 4.4 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1108 - 83 622 - HCM Lane V/C Ratio 0.325 - 2.758 0.673 - HCM Control Delay (s/veh) 9.8 -$ 902.6 21.9 - HCM Lane LOS A - F C - HCM 95th %tile Q(veh) 1.4 - 22.1 5.1 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Summary 6: Mamalahoa Hwy & Daniel K. Inouye Hwy BY 2045 PM Waikoloa Green TIAR - BY 2045 PM Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 184 264 122 75 133 148 113 420 160 260 377 119 Future Volume (veh/h) 184 264 122 75 133 148 113 420 160 260 377 119 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 200 287 23 82 145 0 123 457 0 283 410 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 239 355 301 106 215 156 508 327 687 Arrive On Green 0.13 0.19 0.19 0.06 0.11 0.00 0.09 0.27 0.00 0.18 0.37 0.00 Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 200 287 23 82 145 0 123 457 0 283 410 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 8.2 10.9 0.9 3.4 5.5 0.0 5.0 17.5 0.0 11.5 13.2 0.0 Cycle Q Clear(g_c), s 8.2 10.9 0.9 3.4 5.5 0.0 5.0 17.5 0.0 11.5 13.2 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 239 355 301 106 215 156 508 327 687 V/C Ratio(X) 0.84 0.81 0.08 0.78 0.67 0.79 0.90 0.87 0.60 Avail Cap(c_a), veh/h 239 578 490 168 503 215 553 383 729 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.4 28.8 24.8 34.5 31.6 0.0 33.3 26.1 0.0 29.5 19.1 0.0 Incr Delay (d2), s/veh 22.0 4.4 0.1 11.5 3.7 0.0 12.3 16.8 0.0 16.5 1.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 5.1 0.3 1.8 2.6 0.0 2.6 9.7 0.0 6.2 5.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.5 33.2 24.9 46.0 35.3 0.0 45.6 42.9 0.0 46.0 20.3 0.0 LnGrp LOS D C C D D D D D C Approach Vol, veh/h 510 227 580 693 Approach Delay, s/veh 40.8 39.1 43.5 30.8 Approach LOS D D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.7 26.2 9.4 20.1 11.5 33.4 15.0 14.6 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 16.0 22.0 7.0 23.0 9.0 29.0 10.0 20.0 Max Q Clear Time (g_c+I1), s 13.5 19.5 5.4 12.9 7.0 15.2 10.2 7.5 Green Ext Time (p_c), s 0.2 0.7 0.0 1.2 0.1 2.1 0.0 0.5 Intersection Summary HCM 7th Control Delay, s/veh 37.9 HCM 7th LOS D Notes Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. LANE SUMMARY Site: 101 [BY 2045 PM (Site Folder: 2045)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Lane Use and Performance Demand Flows Arrival Flows 95% Back Of QueueCap.Deg. Satn Lane Util. Aver. Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block. [ Total HV ][ Total HV ][ Veh Dist ] veh/h %veh/h %veh/h v/c %sec ft ft %% South: Pua Melia St Lane 1d 210 1.9 210 1.9 463 0.453 100 9.1 LOS A 2.4 60.9 Full 1600 0.0 0.0 Lane 2 41 0.0 41 0.0 1675 0.025 100 2.6 LOS A 0.0 0.0 Short 50 0.0 NA Approach 251 1.6 251 1.6 0.453 8.0 LOS A 2.4 60.9 East: Waikoloa Rd Lane 1 102 6.4 102 6.4 712 0.143 100 9.0 LOS A 0.7 17.6 Short 400 0.0 NA Lane 2d 107 11.0 107 11.0 747 0.143 100 7.0 LOS A 0.7 18.4 Full 1600 0.0 0.0 Lane 3 345 0.0 345 0.0 1675 0.206 100 4.1 LOS A 0.0 0.0 Short 400 0.0 NA Approach 553 3.3 553 3.3 0.206 5.5 LOS A 0.7 18.4 North: Paniolo Ave Lane 1d 438 0.0 438 0.0 918 0.477 100 6.0 LOS A 2.8 70.8 Full 1600 0.0 0.0 Lane 2 282 2.0 282 2.0 844 0.334 100 3.6 LOS A 1.7 43.2 Full 1600 0.0 0.0 Approach 720 0.8 720 0.8 0.477 5.0 LOS A 2.8 70.8 West: Waikoloa Rd Lane 1d 437 2.0 437 2.0 789 0.553 100 13.2 LOS B 4.2 107.7 Full 1600 0.0 0.0 Lane 2 428 4.5 428 4.5 773 0.553 100 9.4 LOS A 4.2 109.7 Short 300 0.0 NA Approach 864 3.2 864 3.2 0.553 11.3 LOS B 4.2 109.7 All Vehicles 2388 2.3 2388 2.3 0.553 7.7 LOS A 4.2 109.7 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. d Dominant lane on roundabout approach Approach Lane Flows (veh/h) South: Pua Melia St Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From S To Exit:W N E Lane 1 14 196 -210 1.9 463 0.453 100 NA NA Lane 2 --41 41 0.0 1675 0.025 100 0.0 1 Approach 14 196 41 251 1.6 0.453 East: Waikoloa Rd Mov.L2 T1 R2 Total %HV Deg.Lane Prob.Ov. From E To Exit:S W N Cap. veh/h Satn v/c Util. % SL Ov. % Lane No. Lane 1 42 59 -102 6.4 712 0.143 100 0.0 2 Lane 2 -107 -107 11.0 747 0.143 100 NA NA Lane 3 --345 345 0.0 1675 0.206 100 0.0 2 Approach 42 166 345 553 3.3 0.206 North: Paniolo Ave Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From N To Exit:E S W Lane 1 315 123 -438 0.0 918 0.477 100 NA NA Lane 2 --282 282 2.0 844 0.334 100 NA NA Approach 315 123 282 720 0.8 0.477 West: Waikoloa Rd Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From W To Exit:N E S Lane 1 437 --437 2.0 789 0.553 100 NA NA Lane 2 60 298 70 428 4.5 773 0.553 100 0.0 1 Approach 497 298 70 864 3.2 0.553 Total %HV Deg.Satn (v/c) All Vehicles 2388 2.3 0.553 Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. Merge Analysis Exit Lane Number Short Lane Length Percent Opng in Lane Opposing Flow Rate Critical Gap Follow-up Headway Lane Flow Rate Capacity Deg. Satn Min. Delay Merge Delay ft %veh/h pcu/h sec sec veh/h veh/h v/c sec sec East Exit: Waikoloa Rd Merge Type: Priority Exit Short Lane 2 200 0.0 613 631 3.00 2.00 41 1148 0.036 1.2 1.4 Merge Lane 1 -100.0 Merge Lane is not Opposed 613 1800 0.341 0.0 0.0 North Exit: Paniolo Ave Merge Type: Priority Exit Short Lane 3 200 0.0 256 261 3.00 2.00 345 1535 0.224 0.4 0.6 Merge Lane 2 -100.0 Merge Lane is not Opposed 256 1800 0.142 0.0 0.0 Variable Demand Analysis Initial Queued Demand Residual Queued Demand Time for Residual Demand to Clear Duration of Oversatn veh veh sec sec South: Pua Melia St Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 East: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 Lane 3 0.0 0.0 0.0 0.0 North: Paniolo Ave Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 West: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: AUSTIN, TSUTSUMI & ASSOCIATES, INC.| Licence: PLUS / 1PC | Processed: Wednesday, July 30,2025 5:56:10 PM Project: N:\2025\25-203 Waikoloa Green\SIDRA\Waikoloa Roundabout.sip9 APPENDIX C LEVEL OF SERVICE CALCULATIONS • Future Year 2035 HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd FY 2035 AM Waikoloa Green TIAR - FY 2035 AM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 44 29 537 197 289 25 427 156 96 409 66 Future Volume (veh/h) 44 44 29 537 197 289 25 427 156 96 409 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 48 48 0 584 214 0 27 464 54 104 445 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 206 104 684 654 49 542 428 135 651 522 Arrive On Green 0.04 0.05 0.00 0.33 0.34 0.00 0.03 0.31 0.31 0.08 0.36 0.36 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1453 Grp Volume(v), veh/h 48 48 0 584 214 0 27 464 54 104 445 25 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1453 Q Serve(g_s), s 2.4 2.2 0.0 27.7 7.6 0.0 1.3 22.6 2.5 5.3 19.0 1.0 Cycle Q Clear(g_c), s 2.4 2.2 0.0 27.7 7.6 0.0 1.3 22.6 2.5 5.3 19.0 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 206 104 684 654 49 542 428 135 651 522 V/C Ratio(X) 0.23 0.46 0.85 0.33 0.55 0.86 0.13 0.77 0.68 0.05 Avail Cap(c_a), veh/h 514 648 688 857 338 1195 944 598 1514 1215 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.4 41.7 0.0 24.5 22.0 0.0 43.7 29.5 22.6 41.2 24.7 19.0 Incr Delay (d2), s/veh 0.6 3.1 0.0 10.1 0.3 0.0 9.2 4.0 0.1 8.9 1.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.1 0.0 12.6 3.4 0.0 0.7 9.8 0.8 2.6 8.1 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 39.0 44.8 0.0 34.6 22.3 0.0 52.9 33.5 22.7 50.1 26.0 19.0 LnGrp LOS D D C C D C C D C B Approach Vol, veh/h 96 798 545 574 Approach Delay, s/veh 41.9 31.3 33.4 30.1 Approach LOS D C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 34.1 34.8 10.0 7.5 38.7 8.5 36.3 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 7.3 24.6 29.7 4.2 3.3 21.0 4.4 9.6 Green Ext Time (p_c), s 0.2 3.5 0.1 0.2 0.0 3.3 0.1 1.3 Intersection Summary HCM 7th Control Delay, s/veh 32.0 HCM 7th LOS C Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd FY 2035 AM Waikoloa Green TIAR - FY 2035 AM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 7.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 272 32 29 881 13 109 0 27 15 2 17 Future Vol, veh/h 5 272 32 29 881 13 109 0 27 15 2 17 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 5 296 35 32 958 14 118 0 29 16 2 18 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 972 0 0 331 0 0 868 1360 166 1186 1370 486 Stage 1 - - - - - - 325 325 - 1028 1028 - Stage 2 - - - - - - 543 1035 - 159 342 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 705 - - 1136 - - 181 147 765 144 145 527 Stage 1 - - - - - - 545 648 - 251 310 - Stage 2 - - - - - - 387 307 - 828 636 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 705 - - 1135 - - 166 142 764 134 140 527 Mov Cap-2 Maneuver - - - - - - 166 142 - 134 140 - Stage 1 - - - - - - 540 642 - 244 301 - Stage 2 - - - - - - 360 299 - 790 631 - Approach EB WB NB SB HCM Control Delay, s/v 0.16 0.26 64.42 25.29 HCM LOS F D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 196 705 - - 1135 - - 214 HCM Lane V/C Ratio 0.754 0.008 - - 0.028 - - 0.173 HCM Control Delay (s/veh) 64.4 10.1 - - 8.3 - - 25.3 HCM Lane LOS F B - - A - - D HCM 95th %tile Q(veh) 5 0 - - 0.1 - - 0.6 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd FY 2035 AM Waikoloa Green TIAR - FY 2035 AM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 258 55 127 866 71 133 Future Vol, veh/h 258 55 127 866 71 133 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 280 60 138 941 77 145 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 340 0 1057 170 Stage 1 - - - - 310 - Stage 2 - - - - 747 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 1216 - 220 844 Stage 1 - - - - 717 - Stage 2 - - - - 429 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1216 - 195 844 Mov Cap-2 Maneuver - - - - 346 - Stage 1 - - - - 717 - Stage 2 - - - - 380 - Approach EB WB NB HCM Control Delay, s/v 0 1.07 13 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 346 844 - - 1216 - HCM Lane V/C Ratio 0.223 0.171 - - 0.114 - HCM Control Delay (s/veh) 18.4 10.1 - - 8.3 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.8 0.6 - - 0.4 - HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd FY 2035 AM Waikoloa Green TIAR - FY 2035 AM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 12.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 189 173 170 185 261 140 Future Vol, veh/h 189 173 170 185 261 140 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 205 188 185 201 284 152 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 854 284 284 0 - 0 Stage 1 284 - - - - - Stage 2 571 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver 329 728 1229 - - 0 Stage 1 764 - - - - 0 Stage 2 565 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver 279 728 1229 - - - Mov Cap-2 Maneuver 279 - - - - - Stage 1 649 - - - - - Stage 2 565 - - - - - Approach EB NB SB HCM Control Delay, s/v29.95 4.05 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1229 - 279 728 - HCM Lane V/C Ratio 0.15 - 0.735 0.258 - HCM Control Delay (s/veh) 8.4 - 46.7 11.7 - HCM Lane LOS A - E B - HCM 95th %tile Q(veh) 0.5 - 5.3 1 - HCM 7th Signalized Intersection Summary 6: Mamalahoa Hwy & Daniel K. Inouye Hwy FY 2035 AM Waikoloa Green TIAR - FY 2035 AM Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 95 48 115 178 115 88 191 26 83 221 129 Future Volume (veh/h) 79 95 48 115 178 115 88 191 26 83 221 129 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 86 103 6 125 193 0 96 208 0 90 240 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 131 267 227 164 302 139 362 135 357 Arrive On Green 0.07 0.14 0.14 0.09 0.16 0.00 0.08 0.19 0.00 0.08 0.19 0.00 Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 86 103 6 125 193 0 96 208 0 90 240 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 2.1 2.2 0.1 3.0 4.3 0.0 2.3 4.5 0.0 2.2 5.3 0.0 Cycle Q Clear(g_c), s 2.1 2.2 0.1 3.0 4.3 0.0 2.3 4.5 0.0 2.2 5.3 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 131 267 227 164 302 139 362 135 357 V/C Ratio(X) 0.66 0.39 0.03 0.76 0.64 0.69 0.57 0.67 0.67 Avail Cap(c_a), veh/h 401 885 750 522 1011 401 1053 361 1011 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 20.0 17.3 16.4 19.7 17.4 0.0 19.9 16.2 0.0 20.0 16.7 0.0 Incr Delay (d2), s/veh 5.5 0.9 0.0 7.1 2.2 0.0 6.0 1.4 0.0 5.6 2.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.9 0.0 1.4 1.8 0.0 1.1 1.8 0.0 1.0 2.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 25.5 18.2 16.4 26.7 19.6 0.0 25.9 17.7 0.0 25.6 18.9 0.0 LnGrp LOS C B B C B C B C B Approach Vol, veh/h 195 318 304 330 Approach Delay, s/veh 21.3 22.4 20.3 20.7 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.4 14.6 9.1 12.3 8.5 14.5 8.3 13.2 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 9.0 25.0 13.0 21.0 10.0 24.0 10.0 24.0 Max Q Clear Time (g_c+I1), s 4.2 6.5 5.0 4.2 4.3 7.3 4.1 6.3 Green Ext Time (p_c), s 0.1 1.0 0.2 0.4 0.1 1.2 0.1 0.9 Intersection Summary HCM 7th Control Delay, s/veh 21.2 HCM 7th LOS C Notes Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 7: Project Dwy & Waikoloa Rd FY 2035 AM Waikoloa Green TIAR - FY 2035 AM Synchro 12 Report Page 7 Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 341 8 15 304 45 24 Future Vol, veh/h 341 8 15 304 45 24 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 - Veh in Median Storage, # 0 - - 0 1 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 371 9 16 330 49 26 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 379 0 738 375 Stage 1 - - - - 375 - Stage 2 - - - - 363 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1179 - 385 671 Stage 1 - - - - 695 - Stage 2 - - - - 704 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1179 - 380 671 Mov Cap-2 Maneuver - - - - 490 - Stage 1 - - - - 695 - Stage 2 - - - - 694 - Approach EB WB NB HCM Control Delay, s/v 0 0.38 12.26 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 490 671 - - 1179 - HCM Lane V/C Ratio 0.1 0.039 - - 0.014 - HCM Control Delay (s/veh) 13.2 10.6 - - 8.1 - HCM Lane LOS B B - - A - HCM 95th %tile Q(veh) 0.3 0.1 - - 0 - HCM 7th TWSC 8: Pua Melia St & Project Dwy FY 2035 AM Waikoloa Green TIAR - FY 2035 AM Synchro 12 Report Page 8 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 1 15 0 34 0 77 8 7 82 3 Future Vol, veh/h 4 0 1 15 0 34 0 77 8 7 82 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 1 16 0 37 0 84 9 8 89 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 190 198 91 192 196 88 92 0 0 92 0 0 Stage 1 106 106 - 88 88 - - - - - - - Stage 2 84 92 - 104 108 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -2.218 - - Pot Cap-1 Maneuver 770 697 967 767 700 970 1502 - - 1502 - - Stage 1 900 808 - 920 822 - - - - - - - Stage 2 924 818 - 901 806 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 737 694 967 762 696 970 1502 - - 1502 - - Mov Cap-2 Maneuver 737 694 - 762 696 - - - - - - - Stage 1 895 803 - 920 822 - - - - - - - Stage 2 889 818 - 896 802 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v 9.68 9.27 0 0.56 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1502 - - 774 895 136 - - HCM Lane V/C Ratio - - - 0.007 0.059 0.005 - - HCM Control Delay (s/veh) 0 - - 9.7 9.3 7.4 0 - HCM Lane LOS A - - A A A A - HCM 95th %tile Q(veh) 0 - - 0 0.2 0 - - LANE SUMMARY Site: 101 [FY 2035 AM (Site Folder: 2035)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Lane Use and Performance Demand Flows Arrival Flows 95% Back Of QueueCap.Deg. Satn Lane Util. Aver. Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block. [ Total HV ][ Total HV ][ Veh Dist ] veh/h %veh/h %veh/h v/c %sec ft ft %% South: Pua Melia St Lane 1d 97 17.2 97 17.2 576 0.168 100 7.2 LOS A 0.7 19.2 Full 1600 0.0 0.0 Lane 2 35 11.0 35 11.0 1509 0.023 100 2.1 LOS A 0.0 0.0 Short 50 0.0 NA Approach 132 15.6 132 15.6 0.168 5.9 LOS A 0.7 19.2 East: Waikoloa Rd Lane 1 114 12.6 114 12.6 902 0.126 100 6.9 LOS A 0.5 14.5 Short 400 0.0 NA Lane 2d 120 14.0 120 14.0 951 0.126 100 5.4 LOS A 0.5 14.8 Full 1600 0.0 0.0 Lane 3 138 6.0 138 6.0 1580 0.087 100 3.7 LOS A 0.0 0.0 Short 400 0.0 NA Approach 372 10.6 372 10.6 0.126 5.2 LOS A 0.5 14.8 North: Paniolo Ave Lane 1 280 1.4 280 1.4 617 0.454 100 8.7 LOS A 2.5 62.1 Full 1600 0.0 0.0 Lane 2d 749 2.0 749 2.0 867 0.864 100 10.9 LOS B 12.6 320.3 Full 1600 0.0 0.0 Approach 1029 1.8 1029 1.8 0.864 10.3 LOS B 12.6 320.3 West: Waikoloa Rd Lane 1d 191 4.0 191 4.0 879 0.218 100 10.2 LOS B 1.1 28.5 Full 1600 0.0 0.0 Lane 2 181 11.6 181 11.6 833 0.218 100 6.8 LOS A 1.1 30.6 Short 300 0.0 NA Approach 373 7.7 373 7.7 0.218 8.6 LOS A 1.1 30.6 All Vehicles 1905 5.6 1905 5.6 0.864 8.7 LOS A 12.6 320.3 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. d Dominant lane on roundabout approach Approach Lane Flows (veh/h) South: Pua Melia St Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From S To Exit:W N E Lane 1 45 52 -97 17.2 576 0.168 100 NA NA Lane 2 --35 35 11.0 1509 0.023 100 0.0 1 Approach 45 52 35 132 15.6 0.168 East: Waikoloa Rd Mov.L2 T1 R2 Total %HV Deg.Lane Prob.Ov. From E To Exit:S W N Cap. veh/h Satn v/c Util. % SL Ov. % Lane No. Lane 1 33 81 -114 12.6 902 0.126 100 0.0 2 Lane 2 -120 -120 14.0 951 0.126 100 NA NA Lane 3 --138 138 6.0 1580 0.087 100 0.0 2 Approach 33 201 138 372 10.6 0.126 North: Paniolo Ave Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From N To Exit:E S W Lane 1 239 41 -280 1.4 617 0.454 100 NA NA Lane 2 --749 749 2.0 867 0.864 100 NA NA Approach 239 41 749 1029 1.8 0.864 West: Waikoloa Rd Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From W To Exit:N E S Lane 1 191 --191 4.0 879 0.218 100 NA NA Lane 2 36 109 37 181 11.6 833 0.218 100 0.0 1 Approach 227 109 37 373 7.7 0.218 Total %HV Deg.Satn (v/c) All Vehicles 1905 5.6 0.864 Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. Merge Analysis Exit Lane Number Short Lane Length Percent Opng in Lane Opposing Flow Rate Critical Gap Follow-up Headway Lane Flow Rate Capacity Deg. Satn Min. Delay Merge Delay ft %veh/h pcu/h sec sec veh/h veh/h v/c sec sec East Exit: Waikoloa Rd Merge Type: Priority Exit Short Lane 2 200 0.0 348 370 3.33 2.22 35 1211 0.029 0.8 0.9 Merge Lane 1 -100.0 Merge Lane is not Opposed 348 1800 0.193 0.0 0.0 North Exit: Paniolo Ave Merge Type: Priority Exit Short Lane 3 200 0.0 88 100 3.18 2.12 138 1593 0.087 0.2 0.2 Merge Lane 2 -100.0 Merge Lane is not Opposed 88 1800 0.049 0.0 0.0 Variable Demand Analysis Initial Queued Demand Residual Queued Demand Time for Residual Demand to Clear Duration of Oversatn veh veh sec sec South: Pua Melia St Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 East: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 Lane 3 0.0 0.0 0.0 0.0 North: Paniolo Ave Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 West: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: AUSTIN, TSUTSUMI & ASSOCIATES, INC.| Licence: PLUS / 1PC | Processed: Thursday, July 24, 2025 3:05:28 PM Project: N:\2025\25-203 Waikoloa Green\SIDRA\Waikoloa Roundabout.sip9 HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd FY 2035 PM Waikoloa Green TIAR - FY 2035 PM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 168 23 305 102 133 39 554 581 298 660 93 Future Volume (veh/h) 90 168 23 305 102 133 39 554 581 298 660 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 98 183 0 332 111 0 42 602 317 324 717 49 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 294 215 381 437 55 647 511 345 971 779 Arrive On Green 0.06 0.11 0.00 0.18 0.23 0.00 0.03 0.37 0.37 0.20 0.54 0.54 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Grp Volume(v), veh/h 98 183 0 332 111 0 42 602 317 324 717 49 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Q Serve(g_s), s 7.6 14.2 0.0 24.8 7.2 0.0 3.5 49.5 28.1 27.3 45.7 2.4 Cycle Q Clear(g_c), s 7.6 14.2 0.0 24.8 7.2 0.0 3.5 49.5 28.1 27.3 45.7 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 294 215 381 437 55 647 511 345 971 779 V/C Ratio(X) 0.33 0.85 0.87 0.25 0.77 0.93 0.62 0.94 0.74 0.06 Avail Cap(c_a), veh/h 412 392 414 519 205 724 572 362 971 779 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 65.3 0.0 45.7 47.2 0.0 72.2 45.5 38.7 59.4 26.8 16.7 Incr Delay (d2), s/veh 0.7 9.1 0.0 16.9 0.3 0.0 19.6 17.5 1.7 31.4 3.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 7.4 0.0 12.5 3.5 0.0 1.9 24.6 9.9 15.2 20.4 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 54.6 74.4 0.0 62.6 47.5 0.0 91.8 63.0 40.4 90.8 29.8 16.8 LnGrp LOS D E E D F E D F C B Approach Vol, veh/h 281 443 961 1090 Approach Delay, s/veh 67.5 58.8 56.8 47.3 Approach LOS E E E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 34.5 61.5 32.1 22.0 9.5 86.4 14.6 39.6 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 29.3 51.5 26.8 16.2 5.5 47.7 9.6 9.2 Green Ext Time (p_c), s 0.2 3.9 0.3 0.8 0.0 5.9 0.1 0.6 Intersection Summary HCM 7th Control Delay, s/veh 54.5 HCM 7th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd FY 2035 PM Waikoloa Green TIAR - FY 2035 PM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 930 114 10 493 14 40 2 30 15 0 12 Future Vol, veh/h 12 930 114 10 493 14 40 2 30 15 0 12 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 13 1011 124 11 536 15 43 2 33 16 0 13 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 551 0 0 1136 0 0 1390 1673 568 1098 1727 276 Stage 1 - - - - - - 1100 1100 - 565 565 - Stage 2 - - - - - - 290 573 - 533 1162 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 1015 - - 541 - - 66 95 399 167 88 722 Stage 1 - - - - - - 158 286 - 477 506 - Stage 2 - - - - - - 576 502 - 499 267 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1015 - - 541 - - 63 92 399 145 85 722 Mov Cap-2 Maneuver - - - - - - 63 92 - 145 85 - Stage 1 - - - - - - 155 282 - 467 496 - Stage 2 - - - - - - 554 492 - 448 264 - Approach EB WB NB SB HCM Control Delay, s/v 0.1 0.23 118.89 23.37 HCM LOS F C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 98 1015 - - 541 - - 225 HCM Lane V/C Ratio 0.795 0.013 - - 0.02 - - 0.13 HCM Control Delay (s/veh) 118.9 8.6 - - 11.8 - - 23.4 HCM Lane LOS F A - - B - - C HCM 95th %tile Q(veh) 4.3 0 - - 0.1 - - 0.4 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd FY 2035 PM Waikoloa Green TIAR - FY 2035 PM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 7.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 815 145 232 402 98 312 Future Vol, veh/h 815 145 232 402 98 312 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 886 158 252 437 107 339 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1043 0 1688 522 Stage 1 - - - - 965 - Stage 2 - - - - 723 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 662 - ~ 85 500 Stage 1 - - - - 330 - Stage 2 - - - - 442 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 662 - ~ 52 500 Mov Cap-2 Maneuver - - - - 205 - Stage 1 - - - - 330 - Stage 2 - - - - 273 - Approach EB WB NB HCM Control Delay, s/v 0 5.03 29.46 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 205 500 - - 662 - HCM Lane V/C Ratio 0.52 0.679 - - 0.381 - HCM Control Delay (s/veh) 40.2 26.1 - - 13.7 - HCM Lane LOS E D - - B - HCM 95th %tile Q(veh) 2.7 5.1 - - 1.8 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd FY 2035 PM Waikoloa Green TIAR - FY 2035 PM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 23.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 193 268 194 322 283 151 Future Vol, veh/h 193 268 194 322 283 151 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 210 291 211 350 308 164 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1079 308 308 0 - 0 Stage 1 308 - - - - - Stage 2 772 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver 242 705 1204 - - 0 Stage 1 746 - - - - 0 Stage 2 456 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 199 705 1204 - - - Mov Cap-2 Maneuver ~ 199 - - - - - Stage 1 615 - - - - - Stage 2 456 - - - - - Approach EB NB SB HCM Control Delay, s/v61.59 3.24 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1204 - 199 705 - HCM Lane V/C Ratio 0.175 - 1.053 0.413 - HCM Control Delay (s/veh) 8.6 - 128.2 13.7 - HCM Lane LOS A - F B - HCM 95th %tile Q(veh) 0.6 - 9.5 2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Summary 6: Mamalahoa Hwy & Daniel K. Inouye Hwy FY 2035 PM Waikoloa Green TIAR - FY 2035 PM Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 153 232 97 71 114 107 82 270 150 213 243 95 Future Volume (veh/h) 153 232 97 71 114 107 82 270 150 213 243 95 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 166 252 18 77 124 0 89 293 0 232 264 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 212 344 291 110 237 118 384 288 562 Arrive On Green 0.12 0.18 0.18 0.06 0.13 0.00 0.07 0.21 0.00 0.16 0.30 0.00 Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 166 252 18 77 124 0 89 293 0 232 264 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 5.1 7.2 0.5 2.4 3.5 0.0 2.8 8.4 0.0 7.1 6.5 0.0 Cycle Q Clear(g_c), s 5.1 7.2 0.5 2.4 3.5 0.0 2.8 8.4 0.0 7.1 6.5 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 212 344 291 110 237 118 384 288 562 V/C Ratio(X) 0.78 0.73 0.06 0.70 0.52 0.75 0.76 0.81 0.47 Avail Cap(c_a), veh/h 345 758 642 282 692 314 725 439 857 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 24.3 21.9 19.1 26.1 23.2 0.0 26.0 21.3 0.0 22.9 16.2 0.0 Incr Delay (d2), s/veh 6.2 3.0 0.1 7.7 1.8 0.0 9.2 3.2 0.0 6.3 0.6 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 3.2 0.2 1.2 1.6 0.0 1.4 3.7 0.0 3.3 2.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 30.5 24.9 19.2 33.8 25.0 0.0 35.2 24.4 0.0 29.2 16.8 0.0 LnGrp LOS C C B C C D C C B Approach Vol, veh/h 436 201 382 496 Approach Delay, s/veh 26.8 28.4 26.9 22.6 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.2 17.7 8.5 16.4 8.8 23.1 11.8 13.2 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 14.0 22.0 9.0 23.0 10.0 26.0 11.0 21.0 Max Q Clear Time (g_c+I1), s 9.1 10.4 4.4 9.2 4.8 8.5 7.1 5.5 Green Ext Time (p_c), s 0.3 1.3 0.1 1.2 0.1 1.4 0.1 0.5 Intersection Summary HCM 7th Control Delay, s/veh 25.7 HCM 7th LOS C Notes Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 7: Project Dwy & Waikoloa Rd FY 2035 PM Waikoloa Green TIAR - FY 2035 PM Synchro 12 Report Page 7 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 435 45 23 330 19 29 Future Vol, veh/h 435 45 23 330 19 29 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 - Veh in Median Storage, # 0 - - 0 1 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 473 49 25 359 21 32 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 522 0 906 497 Stage 1 - - - - 497 - Stage 2 - - - - 409 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1045 - 307 573 Stage 1 - - - - 611 - Stage 2 - - - - 671 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1045 - 299 573 Mov Cap-2 Maneuver - - - - 425 - Stage 1 - - - - 611 - Stage 2 - - - - 655 - Approach EB WB NB HCM Control Delay, s/v 0 0.56 12.54 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 425 573 - - 1045 - HCM Lane V/C Ratio 0.049 0.055 - - 0.024 - HCM Control Delay (s/veh) 13.9 11.7 - - 8.5 - HCM Lane LOS B B - - A - HCM 95th %tile Q(veh) 0.2 0.2 - - 0.1 - HCM 7th TWSC 8: Pua Melia St & Project Dwy FY 2035 PM Waikoloa Green TIAR - FY 2035 PM Synchro 12 Report Page 8 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 4 10 0 17 1 118 32 28 157 2 Future Vol, veh/h 1 0 4 10 0 17 1 118 32 28 157 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 4 11 0 18 1 128 35 30 171 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 363 398 172 379 382 146 173 0 0 163 0 0 Stage 1 233 233 - 148 148 - - - - - - - Stage 2 130 165 - 232 234 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -2.218 - - Pot Cap-1 Maneuver 593 540 872 578 551 901 1404 - - 1416 - - Stage 1 770 712 - 855 775 - - - - - - - Stage 2 873 762 - 771 711 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 566 527 872 561 538 901 1404 - - 1416 - - Mov Cap-2 Maneuver 566 527 - 561 538 - - - - - - - Stage 1 752 695 - 854 774 - - - - - - - Stage 2 855 761 - 749 694 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v 9.61 10.09 0.05 1.14 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 11 - - 787 736 269 - - HCM Lane V/C Ratio 0.001 - - 0.007 0.04 0.021 - - HCM Control Delay (s/veh) 7.6 0 - 9.6 10.1 7.6 0 - HCM Lane LOS A A - A B A A - HCM 95th %tile Q(veh) 0 - - 0 0.1 0.1 - - LANE SUMMARY Site: 101 [FY 2035 PM (Site Folder: 2035)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Lane Use and Performance Demand Flows Arrival Flows 95% Back Of QueueCap.Deg. Satn Lane Util. Aver. Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block. [ Total HV ][ Total HV ][ Veh Dist ] veh/h %veh/h %veh/h v/c %sec ft ft %% South: Pua Melia St Lane 1d 136 1.6 136 1.6 425 0.319 100 8.6 LOS A 1.5 37.0 Full 1600 0.0 0.0 Lane 2 46 0.0 46 0.0 1675 0.027 100 2.2 LOS A 0.0 0.0 Short 50 0.0 NA Approach 182 1.2 182 1.2 0.319 7.0 LOS A 1.5 37.0 East: Waikoloa Rd Lane 1 94 5.6 94 5.6 621 0.151 100 9.9 LOS A 0.7 18.1 Short 400 0.0 NA Lane 2d 100 11.0 100 11.0 661 0.151 100 7.5 LOS A 0.7 19.0 Full 1600 0.0 0.0 Lane 3 189 0.0 189 0.0 1675 0.113 100 4.1 LOS A 0.0 0.0 Short 400 0.0 NA Approach 383 4.3 383 4.3 0.151 6.4 LOS A 0.7 19.0 North: Paniolo Ave Lane 1 263 0.0 263 0.0 814 0.323 100 5.9 LOS A 1.6 40.5 Full 1600 0.0 0.0 Lane 2d 463 2.0 463 2.0 904 0.512 100 3.8 LOS A 3.2 81.2 Full 1600 0.0 0.0 Approach 726 1.3 726 1.3 0.512 4.5 LOS A 3.2 81.2 West: Waikoloa Rd Lane 1 574 2.0 574 2.0 915 0.627 100 12.1 LOS B 5.4 136.5 Full 1600 0.0 0.0 Lane 2d 581 3.7 581 3.7 926 0.627 100 8.9 LOS A 5.5 140.6 Short 300 0.0 NA Approach 1154 2.9 1154 2.9 0.627 10.5 LOS B 5.5 140.6 All Vehicles 2445 2.5 2445 2.5 0.627 7.8 LOS A 5.5 140.6 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. d Dominant lane on roundabout approach Approach Lane Flows (veh/h) South: Pua Melia St Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From S To Exit:W N E Lane 1 28 108 -136 1.6 425 0.319 100 NA NA Lane 2 --46 46 0.0 1675 0.027 100 0.0 1 Approach 28 108 46 182 1.2 0.319 East: Waikoloa Rd Mov.L2 T1 R2 Total %HV Deg.Lane Prob.Ov. From E To Exit:S W N Cap. veh/h Satn v/c Util. % SL Ov. % Lane No. Lane 1 46 48 -94 5.6 621 0.151 100 0.0 2 Lane 2 -100 -100 11.0 661 0.151 100 NA NA Lane 3 --189 189 0.0 1675 0.113 100 0.0 2 Approach 46 148 189 383 4.3 0.151 North: Paniolo Ave Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From N To Exit:E S W Lane 1 186 77 -263 0.0 814 0.323 100 NA NA Lane 2 --463 463 2.0 904 0.512 100 NA NA Approach 186 77 463 726 1.3 0.512 West: Waikoloa Rd Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From W To Exit:N E S Lane 1 574 --574 2.0 915 0.627 100 NA NA Lane 2 190 295 97 581 3.7 926 0.627 100 0.0 1 Approach 763 295 97 1154 2.9 0.627 Total %HV Deg.Satn (v/c) All Vehicles 2445 2.5 0.627 Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. Merge Analysis Exit Lane Number Short Lane Length Percent Opng in Lane Opposing Flow Rate Critical Gap Follow-up Headway Lane Flow Rate Capacity Deg. Satn Min. Delay Merge Delay ft %veh/h pcu/h sec sec veh/h veh/h v/c sec sec East Exit: Waikoloa Rd Merge Type: Priority Exit Short Lane 2 200 0.0 480 498 3.00 2.00 46 1288 0.035 0.8 1.0 Merge Lane 1 -100.0 Merge Lane is not Opposed 480 1800 0.267 0.0 0.0 North Exit: Paniolo Ave Merge Type: Priority Exit Short Lane 3 200 0.0 297 303 3.00 2.00 189 1492 0.127 0.4 0.6 Merge Lane 2 -100.0 Merge Lane is not Opposed 297 1800 0.165 0.0 0.0 Variable Demand Analysis Initial Queued Demand Residual Queued Demand Time for Residual Demand to Clear Duration of Oversatn veh veh sec sec South: Pua Melia St Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 East: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 Lane 3 0.0 0.0 0.0 0.0 North: Paniolo Ave Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 West: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: AUSTIN, TSUTSUMI & ASSOCIATES, INC.| Licence: PLUS / 1PC | Processed: Wednesday, July 30,2025 5:50:15 PM Project: N:\2025\25-203 Waikoloa Green\SIDRA\Waikoloa Roundabout.sip9 HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd Mitigated FY 2035 AM Waikoloa Green TIAR - Mitigated FY 2035 AM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 7.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 189 173 170 185 261 140 Future Vol, veh/h 189 173 170 185 261 140 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 205 188 185 201 284 152 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 854 284 284 0 - 0 Stage 1 284 - - - - - Stage 2 571 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver 329 728 1229 - - 0 Stage 1 764 - - - - 0 Stage 2 565 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver 279 728 1229 - - - Mov Cap-2 Maneuver 468 - - - - - Stage 1 649 - - - - - Stage 2 565 - - - - - Approach EB NB SB HCM Control Delay, s/v15.27 4.05 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1229 - 468 728 - HCM Lane V/C Ratio 0.15 - 0.439 0.258 - HCM Control Delay (s/veh) 8.4 - 18.6 11.7 - HCM Lane LOS A - C B - HCM 95th %tile Q(veh) 0.5 - 2.2 1 - HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd Mitigated FY 2035 PM Waikoloa Green TIAR - Mitigated FY 2035 PM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 193 268 194 322 283 151 Future Vol, veh/h 193 268 194 322 283 151 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 210 291 211 350 308 164 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1079 308 308 0 - 0 Stage 1 308 - - - - - Stage 2 772 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver 242 705 1204 - - 0 Stage 1 746 - - - - 0 Stage 2 456 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 199 705 1204 - - - Mov Cap-2 Maneuver 386 - - - - - Stage 1 615 - - - - - Stage 2 456 - - - - - Approach EB NB SB HCM Control Delay, s/v18.34 3.24 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1204 - 386 705 - HCM Lane V/C Ratio 0.175 - 0.543 0.413 - HCM Control Delay (s/veh) 8.6 - 24.9 13.7 - HCM Lane LOS A - C B - HCM 95th %tile Q(veh) 0.6 - 3.1 2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon APPENDIX C LEVEL OF SERVICE CALCULATIONS • Future Year 2038 HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd FY 2038 AM Waikoloa Green TIAR - FY 2038 AM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 45 29 566 203 304 25 441 164 99 422 66 Future Volume (veh/h) 44 45 29 566 203 304 25 441 164 99 422 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 48 49 0 615 221 0 27 479 56 108 459 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 202 102 672 643 49 556 440 139 670 538 Arrive On Green 0.04 0.05 0.00 0.32 0.34 0.00 0.03 0.32 0.32 0.08 0.37 0.37 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1453 Grp Volume(v), veh/h 48 49 0 615 221 0 27 479 56 108 459 26 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1453 Q Serve(g_s), s 2.5 2.3 0.0 30.0 8.1 0.0 1.4 23.9 2.7 5.6 19.9 1.1 Cycle Q Clear(g_c), s 2.5 2.3 0.0 30.0 8.1 0.0 1.4 23.9 2.7 5.6 19.9 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 202 102 672 643 49 556 440 139 670 538 V/C Ratio(X) 0.24 0.48 0.91 0.34 0.55 0.86 0.13 0.77 0.68 0.05 Avail Cap(c_a), veh/h 502 634 672 839 331 1169 924 585 1482 1189 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.4 42.7 0.0 26.4 23.0 0.0 44.6 29.8 22.5 41.9 24.7 18.8 Incr Delay (d2), s/veh 0.6 3.4 0.0 17.2 0.3 0.0 9.4 4.1 0.1 8.8 1.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.2 0.0 15.3 3.6 0.0 0.7 10.3 0.9 2.7 8.5 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 40.0 46.1 0.0 43.6 23.3 0.0 54.0 33.8 22.7 50.8 25.9 18.8 LnGrp LOS D D D C D C C D C B Approach Vol, veh/h 97 836 562 593 Approach Delay, s/veh 43.1 38.2 33.7 30.1 Approach LOS D D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.4 35.5 35.0 10.0 7.5 40.4 8.6 36.4 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 7.6 25.9 32.0 4.3 3.4 21.9 4.5 10.1 Green Ext Time (p_c), s 0.3 3.6 0.0 0.2 0.0 3.4 0.1 1.3 Intersection Summary HCM 7th Control Delay, s/veh 34.9 HCM 7th LOS C Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd FY 2038 AM Waikoloa Green TIAR - FY 2038 AM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 8.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 282 34 29 927 13 113 0 28 15 2 17 Future Vol, veh/h 5 282 34 29 927 13 113 0 28 15 2 17 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 5 307 37 32 1008 14 123 0 30 16 2 18 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1022 0 0 344 0 0 905 1422 173 1242 1433 511 Stage 1 - - - - - - 337 337 - 1078 1078 - Stage 2 - - - - - - 568 1085 - 164 355 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 675 - - 1123 - - 169 135 757 131 133 508 Stage 1 - - - - - - 535 640 - 234 293 - Stage 2 - - - - - - 372 291 - 822 628 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 675 - - 1122 - - 154 130 756 121 128 508 Mov Cap-2 Maneuver - - - - - - 154 130 - 121 128 - Stage 1 - - - - - - 530 634 - 227 285 - Stage 2 - - - - - - 345 283 - 782 622 - Approach EB WB NB SB HCM Control Delay, s/v 0.16 0.25 81.96 27.48 HCM LOS F D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 183 675 - - 1122 - - 197 HCM Lane V/C Ratio 0.839 0.008 - - 0.028 - - 0.188 HCM Control Delay (s/veh) 82 10.4 - - 8.3 - - 27.5 HCM Lane LOS F B - - A - - D HCM 95th %tile Q(veh) 6 0 - - 0.1 - - 0.7 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd FY 2038 AM Waikoloa Green TIAR - FY 2038 AM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 268 56 127 909 74 134 Future Vol, veh/h 268 56 127 909 74 134 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 291 61 138 988 80 146 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 352 0 1092 176 Stage 1 - - - - 322 - Stage 2 - - - - 770 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 1203 - 209 837 Stage 1 - - - - 707 - Stage 2 - - - - 417 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1203 - 185 837 Mov Cap-2 Maneuver - - - - 336 - Stage 1 - - - - 707 - Stage 2 - - - - 369 - Approach EB WB NB HCM Control Delay, s/v 0 1.03 13.36 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 336 837 - - 1203 - HCM Lane V/C Ratio 0.239 0.174 - - 0.115 - HCM Control Delay (s/veh) 19.1 10.2 - - 8.4 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.9 0.6 - - 0.4 - HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd FY 2038 AM Waikoloa Green TIAR - FY 2038 AM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 7.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 196 182 179 198 279 147 Future Vol, veh/h 196 182 179 198 279 147 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 213 198 195 215 303 160 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 908 303 303 0 - 0 Stage 1 303 - - - - - Stage 2 604 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver 306 709 1208 - - 0 Stage 1 749 - - - - 0 Stage 2 546 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver 257 709 1208 - - - Mov Cap-2 Maneuver 448 - - - - - Stage 1 628 - - - - - Stage 2 546 - - - - - Approach EB NB SB HCM Control Delay, s/v16.21 4.06 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1208 - 448 709 - HCM Lane V/C Ratio 0.161 - 0.475 0.279 - HCM Control Delay (s/veh) 8.6 - 20.1 12 - HCM Lane LOS A - C B - HCM 95th %tile Q(veh) 0.6 - 2.5 1.1 - HCM 7th Signalized Intersection Summary 6: Mamalahoa Hwy & Daniel K. Inouye Hwy FY 2038 AM Waikoloa Green TIAR - FY 2038 AM Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 96 49 117 180 118 91 206 26 86 238 136 Future Volume (veh/h) 83 96 49 117 180 118 91 206 26 86 238 136 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 90 104 10 127 196 0 99 224 0 93 259 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 133 267 226 167 302 140 381 135 377 Arrive On Green 0.07 0.14 0.14 0.09 0.16 0.00 0.08 0.20 0.00 0.08 0.20 0.00 Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 90 104 10 127 196 0 99 224 0 93 259 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 2.2 2.3 0.2 3.2 4.5 0.0 2.5 4.9 0.0 2.3 5.8 0.0 Cycle Q Clear(g_c), s 2.2 2.3 0.2 3.2 4.5 0.0 2.5 4.9 0.0 2.3 5.8 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 133 267 226 167 302 140 381 135 377 V/C Ratio(X) 0.68 0.39 0.04 0.76 0.65 0.71 0.59 0.69 0.69 Avail Cap(c_a), veh/h 392 823 697 509 946 392 1069 353 1028 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 20.5 17.7 16.8 20.1 17.9 0.0 20.4 16.4 0.0 20.5 16.8 0.0 Incr Delay (d2), s/veh 5.9 0.9 0.1 6.9 2.3 0.0 6.4 1.4 0.0 6.0 2.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.9 0.1 1.5 1.9 0.0 1.2 2.0 0.0 1.1 2.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 26.4 18.6 16.9 27.1 20.2 0.0 26.9 17.8 0.0 26.5 19.1 0.0 LnGrp LOS C B B C C C B C B Approach Vol, veh/h 204 323 323 352 Approach Delay, s/veh 22.0 22.9 20.6 21.0 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.5 15.3 9.3 12.5 8.6 15.2 8.4 13.4 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 9.0 26.0 13.0 20.0 10.0 25.0 10.0 23.0 Max Q Clear Time (g_c+I1), s 4.3 6.9 5.2 4.3 4.5 7.8 4.2 6.5 Green Ext Time (p_c), s 0.1 1.2 0.2 0.4 0.1 1.3 0.1 0.9 Intersection Summary HCM 7th Control Delay, s/veh 21.6 HCM 7th LOS C Notes Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 7: Project Dwy & Waikoloa Rd FY 2038 AM Waikoloa Green TIAR - FY 2038 AM Synchro 12 Report Page 7 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 352 7 10 345 33 15 Future Vol, veh/h 352 7 10 345 33 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 - Veh in Median Storage, # 0 - - 0 1 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 383 8 11 375 36 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 390 0 783 386 Stage 1 - - - - 386 - Stage 2 - - - - 397 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1168 - 362 661 Stage 1 - - - - 687 - Stage 2 - - - - 679 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1168 - 359 661 Mov Cap-2 Maneuver - - - - 474 - Stage 1 - - - - 687 - Stage 2 - - - - 673 - Approach EB WB NB HCM Control Delay, s/v 0 0.23 12.39 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 474 661 - - 1168 - HCM Lane V/C Ratio 0.076 0.025 - - 0.009 - HCM Control Delay (s/veh) 13.2 10.6 - - 8.1 - HCM Lane LOS B B - - A - HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - HCM 7th TWSC 8: Pua Melia St & Project Dwy FY 2038 AM Waikoloa Green TIAR - FY 2038 AM Synchro 12 Report Page 8 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 1 24 0 50 0 77 11 10 82 3 Future Vol, veh/h 4 0 1 24 0 50 0 77 11 10 82 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 1 26 0 54 0 84 12 11 89 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 196 208 91 201 204 90 92 0 0 96 0 0 Stage 1 113 113 - 90 90 - - - - - - - Stage 2 84 96 - 111 114 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -2.218 - - Pot Cap-1 Maneuver 763 689 967 758 693 968 1502 - - 1498 - - Stage 1 892 802 - 918 821 - - - - - - - Stage 2 924 816 - 894 801 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 715 683 967 751 687 968 1502 - - 1498 - - Mov Cap-2 Maneuver 715 683 - 751 687 - - - - - - - Stage 1 886 796 - 918 821 - - - - - - - Stage 2 872 816 - 886 795 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v 9.81 9.47 0 0.78 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1502 - - 754 885 188 - - HCM Lane V/C Ratio - - - 0.007 0.091 0.007 - - HCM Control Delay (s/veh) 0 - - 9.8 9.5 7.4 0 - HCM Lane LOS A - - A A A A - HCM 95th %tile Q(veh) 0 - - 0 0.3 0 - - LANE SUMMARY Site: 101 [FY 2038 AM (Site Folder: 2038)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Lane Use and Performance Demand Flows Arrival Flows 95% Back Of QueueCap.Deg. Satn Lane Util. Aver. Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block. [ Total HV ][ Total HV ][ Veh Dist ] veh/h %veh/h %veh/h v/c %sec ft ft %% South: Pua Melia St Lane 1d 113 16.8 113 16.8 572 0.198 100 7.7 LOS A 0.8 22.9 Full 1600 0.0 0.0 Lane 2 36 11.0 36 11.0 1509 0.024 100 2.2 LOS A 0.0 0.0 Short 50 0.0 NA Approach 149 15.4 149 15.4 0.198 6.4 LOS A 0.8 22.9 East: Waikoloa Rd Lane 1 137 12.8 137 12.8 885 0.154 100 6.9 LOS A 0.7 18.2 Short 400 0.0 NA Lane 2d 145 14.0 145 14.0 939 0.154 100 5.6 LOS A 0.7 18.5 Full 1600 0.0 0.0 Lane 3 138 6.0 138 6.0 1580 0.087 100 3.7 LOS A 0.0 0.0 Short 400 0.0 NA Approach 420 11.0 420 11.0 0.154 5.4 LOS A 0.7 18.5 North: Paniolo Ave Lane 1 280 1.4 280 1.4 578 0.485 100 9.8 LOS A 2.7 68.8 Full 1600 0.0 0.0 Lane 2d 749 2.0 749 2.0 823 0.910 100 14.8 LOS B 15.0 380.0 Full 1600 0.0 0.0 Approach 1029 1.8 1029 1.8 0.910 13.5 LOS B 15.0 380.0 West: Waikoloa Rd Lane 1d 199 4.0 199 4.0 876 0.227 100 10.2 LOS B 1.2 30.2 Full 1600 0.0 0.0 Lane 2 187 12.1 187 12.1 823 0.227 100 6.6 LOS A 1.2 32.4 Short 300 0.0 NA Approach 386 7.9 386 7.9 0.227 8.5 LOS A 1.2 32.4 All Vehicles 1984 6.0 1984 6.0 0.910 10.3 LOS B 15.0 380.0 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. d Dominant lane on roundabout approach Approach Lane Flows (veh/h) South: Pua Melia St Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From S To Exit:W N E Lane 1 61 52 -113 16.8 572 0.198 100 NA NA Lane 2 --36 36 11.0 1509 0.024 100 0.0 1 Approach 61 52 36 149 15.4 0.198 East: Waikoloa Rd Mov.L2 T1 R2 Total %HV Deg.Lane Prob.Ov. From E To Exit:S W N Cap. veh/h Satn v/c Util. % SL Ov. % Lane No. Lane 1 34 103 -137 12.8 885 0.154 100 0.0 2 Lane 2 -145 -145 14.0 939 0.154 100 NA NA Lane 3 --138 138 6.0 1580 0.087 100 0.0 2 Approach 34 248 138 420 11.0 0.154 North: Paniolo Ave Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From N To Exit:E S W Lane 1 239 41 -280 1.4 578 0.485 100 NA NA Lane 2 --749 749 2.0 823 0.910 100 NA NA Approach 239 41 749 1029 1.8 0.910 West: Waikoloa Rd Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From W To Exit:N E S Lane 1 199 --199 4.0 876 0.227 100 NA NA Lane 2 28 120 39 187 12.1 823 0.227 100 0.0 1 Approach 227 120 39 386 7.9 0.227 Total %HV Deg.Satn (v/c) All Vehicles 1984 6.0 0.910 Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. Merge Analysis Exit Lane Number Short Lane Length Percent Opng in Lane Opposing Flow Rate Critical Gap Follow-up Headway Lane Flow Rate Capacity Deg. Satn Min. Delay Merge Delay ft %veh/h pcu/h sec sec veh/h veh/h v/c sec sec East Exit: Waikoloa Rd Merge Type: Priority Exit Short Lane 2 200 0.0 359 383 3.33 2.22 36 1196 0.030 0.8 0.9 Merge Lane 1 -100.0 Merge Lane is not Opposed 359 1800 0.199 0.0 0.0 North Exit: Paniolo Ave Merge Type: Priority Exit Short Lane 3 200 0.0 80 92 3.18 2.12 138 1601 0.086 0.1 0.2 Merge Lane 2 -100.0 Merge Lane is not Opposed 80 1800 0.045 0.0 0.0 Variable Demand Analysis Initial Queued Demand Residual Queued Demand Time for Residual Demand to Clear Duration of Oversatn veh veh sec sec South: Pua Melia St Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 East: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 Lane 3 0.0 0.0 0.0 0.0 North: Paniolo Ave Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 West: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: AUSTIN, TSUTSUMI & ASSOCIATES, INC.| Licence: PLUS / 1PC | Processed: Wednesday, July 30,2025 5:53:14 PM Project: N:\2025\25-203 Waikoloa Green\SIDRA\Waikoloa Roundabout.sip9 HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd FY 2038 PM Waikoloa Green TIAR - FY 2038 PM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 174 23 319 105 140 39 572 616 314 681 93 Future Volume (veh/h) 90 174 23 319 105 140 39 572 616 314 681 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 98 189 0 347 114 0 42 622 371 341 740 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 292 219 369 434 55 651 514 360 990 795 Arrive On Green 0.06 0.12 0.00 0.18 0.23 0.00 0.03 0.37 0.37 0.21 0.55 0.55 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Grp Volume(v), veh/h 98 189 0 347 114 0 42 622 371 341 740 50 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Q Serve(g_s), s 8.0 15.6 0.0 27.9 7.8 0.0 3.7 55.1 36.6 30.5 49.9 2.6 Cycle Q Clear(g_c), s 8.0 15.6 0.0 27.9 7.8 0.0 3.7 55.1 36.6 30.5 49.9 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 292 219 369 434 55 651 514 360 990 795 V/C Ratio(X) 0.34 0.86 0.94 0.26 0.77 0.96 0.72 0.95 0.75 0.06 Avail Cap(c_a), veh/h 377 370 369 489 193 671 530 374 990 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.1 69.2 0.0 49.5 50.4 0.0 76.6 48.8 43.0 62.4 27.7 16.9 Incr Delay (d2), s/veh 0.7 10.4 0.0 32.0 0.3 0.0 19.6 24.0 4.6 32.4 3.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 8.2 0.0 15.4 3.8 0.0 2.0 28.4 13.3 16.9 22.3 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 57.7 79.5 0.0 81.5 50.7 0.0 96.3 72.8 47.6 94.7 30.8 17.0 LnGrp LOS E E F D F E D F C B Approach Vol, veh/h 287 461 1035 1131 Approach Delay, s/veh 72.1 73.9 64.7 49.5 Approach LOS E E E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 37.7 65.1 33.0 23.3 9.8 93.0 15.0 41.3 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 34.0 61.0 28.0 31.0 17.0 78.0 18.0 41.0 Max Q Clear Time (g_c+I1), s 32.5 57.1 29.9 17.6 5.7 51.9 10.0 9.8 Green Ext Time (p_c), s 0.2 2.0 0.0 0.8 0.0 6.1 0.1 0.6 Intersection Summary HCM 7th Control Delay, s/veh 61.0 HCM 7th LOS E Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd FY 2038 PM Waikoloa Green TIAR - FY 2038 PM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 7.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 977 124 11 515 14 42 2 31 15 0 12 Future Vol, veh/h 12 977 124 11 515 14 42 2 31 15 0 12 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 13 1062 135 12 560 15 46 2 34 16 0 13 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 575 0 0 1198 0 0 1460 1755 599 1149 1815 288 Stage 1 - - - - - - 1156 1156 - 591 591 - Stage 2 - - - - - - 304 599 - 558 1224 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 994 - - 511 - - 58 84 379 153 77 709 Stage 1 - - - - - - 144 269 - 460 493 - Stage 2 - - - - - - 563 489 - 481 250 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 994 - - 510 - - 55 81 379 131 74 709 Mov Cap-2 Maneuver - - - - - - 55 81 - 131 74 - Stage 1 - - - - - - 142 265 - 449 481 - Stage 2 - - - - - - 540 477 - 429 246 - Approach EB WB NB SB HCM Control Delay, s/v 0.09 0.25 170.16 25.4 HCM LOS F D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 86 994 - - 510 - - 206 HCM Lane V/C Ratio 0.95 0.013 - - 0.023 - - 0.143 HCM Control Delay (s/veh) 170.2 8.7 - - 12.2 - - 25.4 HCM Lane LOS F A - - B - - D HCM 95th %tile Q(veh) 5.3 0 - - 0.1 - - 0.5 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd FY 2038 PM Waikoloa Green TIAR - FY 2038 PM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 8.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 858 150 233 424 99 313 Future Vol, veh/h 858 150 233 424 99 313 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 933 163 253 461 108 340 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1096 0 1751 548 Stage 1 - - - - 1014 - Stage 2 - - - - 737 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 633 - ~ 77 480 Stage 1 - - - - 311 - Stage 2 - - - - 434 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 633 - ~ 46 480 Mov Cap-2 Maneuver - - - - 193 - Stage 1 - - - - 311 - Stage 2 - - - - 260 - Approach EB WB NB HCM Control Delay, s/v 0 5.12 32.57 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 193 480 - - 633 - HCM Lane V/C Ratio 0.557 0.708 - - 0.4 - HCM Control Delay (s/veh) 44.8 28.7 - - 14.4 - HCM Lane LOS E D - - B - HCM 95th %tile Q(veh) 3 5.5 - - 1.9 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd FY 2038 PM Waikoloa Green TIAR - FY 2038 PM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 8.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 203 284 206 344 305 158 Future Vol, veh/h 203 284 206 344 305 158 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 221 309 224 374 332 172 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1153 332 332 0 - 0 Stage 1 332 - - - - - Stage 2 822 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver ~ 218 683 1179 - - 0 Stage 1 727 - - - - 0 Stage 2 432 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 177 683 1179 - - - Mov Cap-2 Maneuver 364 - - - - - Stage 1 589 - - - - - Stage 2 432 - - - - - Approach EB NB SB HCM Control Delay, s/v20.58 3.28 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1179 - 364 683 - HCM Lane V/C Ratio 0.19 - 0.607 0.452 - HCM Control Delay (s/veh) 8.8 - 29 14.5 - HCM Lane LOS A - D B - HCM 95th %tile Q(veh) 0.7 - 3.8 2.4 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Summary 6: Mamalahoa Hwy & Daniel K. Inouye Hwy FY 2038 PM Waikoloa Green TIAR - FY 2038 PM Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 160 237 100 72 117 110 84 294 153 221 269 99 Future Volume (veh/h) 160 237 100 72 117 110 84 294 153 221 269 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 174 258 19 78 127 0 91 320 0 240 292 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 221 346 293 109 228 118 407 294 592 Arrive On Green 0.12 0.18 0.18 0.06 0.12 0.00 0.07 0.22 0.00 0.17 0.32 0.00 Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 174 258 19 78 127 0 91 320 0 240 292 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 5.6 7.7 0.6 2.5 3.8 0.0 3.0 9.6 0.0 7.7 7.5 0.0 Cycle Q Clear(g_c), s 5.6 7.7 0.6 2.5 3.8 0.0 3.0 9.6 0.0 7.7 7.5 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 221 346 293 109 228 118 407 294 592 V/C Ratio(X) 0.79 0.75 0.06 0.72 0.56 0.77 0.79 0.82 0.49 Avail Cap(c_a), veh/h 361 726 615 271 631 301 694 421 821 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 25.2 22.8 19.9 27.3 24.5 0.0 27.2 21.9 0.0 23.9 16.4 0.0 Incr Delay (d2), s/veh 6.1 3.2 0.1 8.5 2.1 0.0 10.1 3.4 0.0 8.1 0.6 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 3.5 0.2 1.3 1.7 0.0 1.5 4.2 0.0 3.7 3.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 31.3 26.1 20.0 35.8 26.6 0.0 37.4 25.3 0.0 31.9 17.0 0.0 LnGrp LOS C C C D C D C C B Approach Vol, veh/h 451 205 411 532 Approach Delay, s/veh 27.8 30.1 27.9 23.8 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.8 18.9 8.6 17.0 8.9 24.8 12.3 13.2 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 14.0 22.0 9.0 23.0 10.0 26.0 12.0 20.0 Max Q Clear Time (g_c+I1), s 9.7 11.6 4.5 9.7 5.0 9.5 7.6 5.8 Green Ext Time (p_c), s 0.3 1.3 0.1 1.2 0.1 1.5 0.2 0.5 Intersection Summary HCM 7th Control Delay, s/veh 26.8 HCM 7th LOS C Notes Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 7: Project Dwy & Waikoloa Rd FY 2038 PM Waikoloa Green TIAR - FY 2038 PM Synchro 12 Report Page 7 Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 476 37 15 352 14 19 Future Vol, veh/h 476 37 15 352 14 19 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 - Veh in Median Storage, # 0 - - 0 1 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 517 40 16 383 15 21 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 558 0 953 537 Stage 1 - - - - 537 - Stage 2 - - - - 415 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1013 - 288 544 Stage 1 - - - - 586 - Stage 2 - - - - 666 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1013 - 283 544 Mov Cap-2 Maneuver - - - - 411 - Stage 1 - - - - 586 - Stage 2 - - - - 656 - Approach EB WB NB HCM Control Delay, s/v 0 0.35 12.83 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 411 544 - - 1013 - HCM Lane V/C Ratio 0.037 0.038 - - 0.016 - HCM Control Delay (s/veh) 14.1 11.9 - - 8.6 - HCM Lane LOS B B - - A - HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - HCM 7th TWSC 8: Pua Melia St & Project Dwy FY 2038 PM Waikoloa Green TIAR - FY 2038 PM Synchro 12 Report Page 8 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 4 15 0 25 1 118 49 41 157 2 Future Vol, veh/h 1 0 4 15 0 25 1 118 49 41 157 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 4 16 0 27 1 128 53 45 171 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 391 445 172 417 419 155 173 0 0 182 0 0 Stage 1 261 261 - 157 157 - - - - - - - Stage 2 130 184 - 260 262 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -2.218 - - Pot Cap-1 Maneuver 568 508 872 546 525 891 1404 - - 1394 - - Stage 1 744 692 - 845 768 - - - - - - - Stage 2 873 748 - 745 692 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 531 490 872 524 506 891 1404 - - 1394 - - Mov Cap-2 Maneuver 531 490 - 524 506 - - - - - - - Stage 1 718 668 - 844 767 - - - - - - - Stage 2 846 747 - 715 667 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v 9.69 10.44 0.05 1.57 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 10 - - 773 706 368 - - HCM Lane V/C Ratio 0.001 - - 0.007 0.062 0.032 - - HCM Control Delay (s/veh) 7.6 0 - 9.7 10.4 7.7 0 - HCM Lane LOS A A - A B A A - HCM 95th %tile Q(veh) 0 - - 0 0.2 0.1 - - LANE SUMMARY Site: 101 [FY 2038 PM (Site Folder: 2038)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Lane Use and Performance Demand Flows Arrival Flows 95% Back Of QueueCap.Deg. Satn Lane Util. Aver. Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block. [ Total HV ][ Total HV ][ Veh Dist ] veh/h %veh/h %veh/h v/c %sec ft ft %% South: Pua Melia St Lane 1d 143 1.5 143 1.5 410 0.350 100 9.3 LOS A 1.6 41.7 Full 1600 0.0 0.0 Lane 2 47 0.0 47 0.0 1675 0.028 100 2.3 LOS A 0.0 0.0 Short 50 0.0 NA Approach 190 1.1 190 1.1 0.350 7.6 LOS A 1.6 41.7 East: Waikoloa Rd Lane 1 102 6.0 102 6.0 605 0.169 100 10.0 LOS B 0.8 20.8 Short 400 0.0 NA Lane 2d 110 11.0 110 11.0 649 0.169 100 7.7 LOS A 0.8 21.9 Full 1600 0.0 0.0 Lane 3 189 0.0 189 0.0 1675 0.113 100 4.0 LOS A 0.0 0.0 Short 400 0.0 NA Approach 401 4.5 401 4.5 0.169 6.5 LOS A 0.8 21.9 North: Paniolo Ave Lane 1 263 0.0 263 0.0 793 0.332 100 6.1 LOS A 1.7 41.3 Full 1600 0.0 0.0 Lane 2d 463 2.0 463 2.0 883 0.524 100 4.1 LOS A 3.4 85.4 Full 1600 0.0 0.0 Approach 726 1.3 726 1.3 0.524 4.8 LOS A 3.4 85.4 West: Waikoloa Rd Lane 1 598 2.0 598 2.0 913 0.655 100 12.5 LOS B 6.0 152.6 Full 1600 0.0 0.0 Lane 2d 604 3.8 604 3.8 922 0.655 100 9.0 LOS A 6.1 157.1 Short 300 0.0 NA Approach 1202 2.9 1202 2.9 0.655 10.7 LOS B 6.1 157.1 All Vehicles 2520 2.6 2520 2.6 0.655 8.1 LOS A 6.1 157.1 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. d Dominant lane on roundabout approach Approach Lane Flows (veh/h) South: Pua Melia St Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From S To Exit:W N E Lane 1 36 108 -143 1.5 410 0.350 100 NA NA Lane 2 --47 47 0.0 1675 0.028 100 0.0 1 Approach 36 108 47 190 1.1 0.350 East: Waikoloa Rd Mov.L2 T1 R2 Total %HV Deg.Lane Prob.Ov. From E To Exit:S W N Cap. veh/h Satn v/c Util. % SL Ov. % Lane No. Lane 1 47 55 -102 6.0 605 0.169 100 0.0 2 Lane 2 -110 -110 11.0 649 0.169 100 NA NA Lane 3 --189 189 0.0 1675 0.113 100 0.0 2 Approach 47 165 189 401 4.5 0.169 North: Paniolo Ave Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From N To Exit:E S W Lane 1 186 77 -263 0.0 793 0.332 100 NA NA Lane 2 --463 463 2.0 883 0.524 100 NA NA Approach 186 77 463 726 1.3 0.524 West: Waikoloa Rd Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From W To Exit:N E S Lane 1 598 --598 2.0 913 0.655 100 NA NA Lane 2 165 329 110 604 3.8 922 0.655 100 0.0 1 Approach 763 329 110 1202 2.9 0.655 Total %HV Deg.Satn (v/c) All Vehicles 2520 2.6 0.655 Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. Merge Analysis Exit Lane Number Short Lane Length Percent Opng in Lane Opposing Flow Rate Critical Gap Follow-up Headway Lane Flow Rate Capacity Deg. Satn Min. Delay Merge Delay ft %veh/h pcu/h sec sec veh/h veh/h v/c sec sec East Exit: Waikoloa Rd Merge Type: Priority Exit Short Lane 2 200 0.0 515 535 3.00 2.00 47 1250 0.037 0.9 1.1 Merge Lane 1 -100.0 Merge Lane is not Opposed 515 1800 0.286 0.0 0.0 North Exit: Paniolo Ave Merge Type: Priority Exit Short Lane 3 200 0.0 273 278 3.00 2.00 189 1517 0.125 0.4 0.5 Merge Lane 2 -100.0 Merge Lane is not Opposed 273 1800 0.152 0.0 0.0 Variable Demand Analysis Initial Queued Demand Residual Queued Demand Time for Residual Demand to Clear Duration of Oversatn veh veh sec sec South: Pua Melia St Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 East: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 Lane 3 0.0 0.0 0.0 0.0 North: Paniolo Ave Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 West: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: AUSTIN, TSUTSUMI & ASSOCIATES, INC.| Licence: PLUS / 1PC | Processed: Wednesday, July 30,2025 5:53:15 PM Project: N:\2025\25-203 Waikoloa Green\SIDRA\Waikoloa Roundabout.sip9 APPENDIX C LEVEL OF SERVICE CALCULATIONS • Future Year 2045 HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd FY 2045 AM Waikoloa Green TIAR - FY 2045 AM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 68 34 484 351 261 28 635 123 41 1078 73 Future Volume (veh/h) 51 68 34 484 351 261 28 635 123 41 1078 73 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 55 74 0 526 382 0 30 690 63 45 1172 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 157 105 449 442 45 950 750 58 997 801 Arrive On Green 0.04 0.06 0.00 0.22 0.23 0.00 0.02 0.54 0.54 0.03 0.55 0.55 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Grp Volume(v), veh/h 55 74 0 526 382 0 30 690 63 45 1172 38 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Q Serve(g_s), s 4.2 5.3 0.0 30.0 26.7 0.0 2.3 41.1 3.0 3.5 76.0 1.7 Cycle Q Clear(g_c), s 4.2 5.3 0.0 30.0 26.7 0.0 2.3 41.1 3.0 3.5 76.0 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 157 105 449 442 45 950 750 58 997 801 V/C Ratio(X) 0.35 0.71 1.17 0.86 0.67 0.73 0.08 0.77 1.18 0.05 Avail Cap(c_a), veh/h 336 427 449 564 223 950 750 394 997 801 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.4 64.1 0.0 48.4 50.9 0.0 66.7 23.9 15.2 66.2 31.0 14.3 Incr Delay (d2), s/veh 1.3 8.5 0.0 99.0 10.9 0.0 15.9 2.8 0.0 18.8 89.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 2.8 0.0 13.9 14.0 0.0 1.2 17.4 1.0 1.9 56.6 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 59.8 72.6 0.0 147.4 61.8 0.0 82.6 26.7 15.2 85.0 120.5 14.3 LnGrp LOS E E F E F C B F F B Approach Vol, veh/h 129 908 783 1255 Approach Delay, s/veh 67.1 111.4 27.9 116.0 Approach LOS E F C F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.6 80.8 35.0 12.6 8.4 82.0 10.5 37.1 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 5.5 43.1 32.0 7.3 4.3 78.0 6.2 28.7 Green Ext Time (p_c), s 0.1 5.0 0.0 0.3 0.0 0.0 0.1 1.8 Intersection Summary HCM 7th Control Delay, s/veh 90.2 HCM 7th LOS F Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd FY 2045 AM Waikoloa Green TIAR - FY 2045 AM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 5.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 181 37 30 738 13 120 0 29 15 2 17 Future Vol, veh/h 5 181 37 30 738 13 120 0 29 15 2 17 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 5 197 40 33 802 14 130 0 32 16 2 18 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 816 0 0 238 0 0 696 1110 119 984 1123 408 Stage 1 - - - - - - 229 229 - 874 874 - Stage 2 - - - - - - 467 882 - 109 249 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 807 - - 1237 - - 250 208 824 203 204 592 Stage 1 - - - - - - 633 714 - 311 365 - Stage 2 - - - - - - 436 362 - 884 699 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 807 - - 1235 - - 231 201 824 189 197 592 Mov Cap-2 Maneuver - - - - - - 231 201 - 189 197 - Stage 1 - - - - - - 628 708 - 303 356 - Stage 2 - - - - - - 409 353 - 845 694 - Approach EB WB NB SB HCM Control Delay, s/v 0.21 0.31 36.75 19.37 HCM LOS E C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 269 807 - - 1235 - - 287 HCM Lane V/C Ratio 0.602 0.007 - - 0.026 - - 0.129 HCM Control Delay (s/veh) 36.8 9.5 - - 8 - - 19.4 HCM Lane LOS E A - - A - - C HCM 95th %tile Q(veh) 3.6 0 - - 0.1 - - 0.4 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd FY 2045 AM Waikoloa Green TIAR - FY 2045 AM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 2.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 167 57 128 718 77 135 Future Vol, veh/h 167 57 128 718 77 135 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 182 62 139 780 84 147 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 243 0 881 122 Stage 1 - - - - 213 - Stage 2 - - - - 668 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 1320 - 286 907 Stage 1 - - - - 802 - Stage 2 - - - - 471 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1320 - 256 907 Mov Cap-2 Maneuver - - - - 390 - Stage 1 - - - - 802 - Stage 2 - - - - 421 - Approach EB WB NB HCM Control Delay, s/v 0 1.22 12.28 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 390 907 - - 1320 - HCM Lane V/C Ratio 0.215 0.162 - - 0.105 - HCM Control Delay (s/veh) 16.8 9.7 - - 8 - HCM Lane LOS C A - - A - HCM 95th %tile Q(veh) 0.8 0.6 - - 0.4 - HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd FY 2045 AM Waikoloa Green TIAR - FY 2045 AM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 12.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 228 362 275 234 331 173 Future Vol, veh/h 228 362 275 234 331 173 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 248 393 299 254 360 188 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1212 360 360 0 - 0 Stage 1 360 - - - - - Stage 2 852 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver ~ 201 659 1151 - - 0 Stage 1 706 - - - - 0 Stage 2 418 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 149 659 1151 - - - Mov Cap-2 Maneuver 338 - - - - - Stage 1 523 - - - - - Stage 2 418 - - - - - Approach EB NB SB HCM Control Delay, s/v 26.7 4.98 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1151 - 338 659 - HCM Lane V/C Ratio 0.26 - 0.734 0.598 - HCM Control Delay (s/veh) 9.2 - 40.1 18.2 - HCM Lane LOS A - E C - HCM 95th %tile Q(veh) 1 - 5.5 4 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Summary 6: Mamalahoa Hwy & Daniel K. Inouye Hwy FY 2045 AM Waikoloa Green TIAR - FY 2045 AM Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 93 108 73 122 198 154 110 292 27 141 394 157 Future Volume (veh/h) 93 108 73 122 198 154 110 292 27 141 394 157 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 101 117 8 133 215 0 120 317 0 153 428 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 130 258 219 171 301 155 496 197 540 Arrive On Green 0.07 0.14 0.14 0.10 0.16 0.00 0.09 0.27 0.00 0.11 0.29 0.00 Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 101 117 8 133 215 0 120 317 0 153 428 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 3.1 3.2 0.2 4.1 6.1 0.0 3.7 8.5 0.0 4.7 11.9 0.0 Cycle Q Clear(g_c), s 3.1 3.2 0.2 4.1 6.1 0.0 3.7 8.5 0.0 4.7 11.9 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 130 258 219 171 301 155 496 197 540 V/C Ratio(X) 0.77 0.45 0.04 0.78 0.71 0.78 0.64 0.78 0.79 Avail Cap(c_a), veh/h 253 696 590 284 730 253 895 347 995 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 25.7 22.3 21.1 24.9 22.4 0.0 25.2 18.3 0.0 24.4 18.5 0.0 Incr Delay (d2), s/veh 9.4 1.2 0.1 7.3 3.1 0.0 8.1 1.4 0.0 6.5 2.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 1.4 0.1 2.0 2.8 0.0 1.8 3.5 0.0 2.2 5.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 35.1 23.6 21.1 32.2 25.6 0.0 33.3 19.7 0.0 30.9 21.2 0.0 LnGrp LOS D C C C C C B C C Approach Vol, veh/h 226 348 437 581 Approach Delay, s/veh 28.6 28.1 23.4 23.7 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.2 21.0 10.4 13.8 9.9 22.3 9.1 15.1 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 11.0 27.0 9.0 21.0 8.0 30.0 8.0 22.0 Max Q Clear Time (g_c+I1), s 6.7 10.5 6.1 5.2 5.7 13.9 5.1 8.1 Green Ext Time (p_c), s 0.1 1.7 0.1 0.5 0.1 2.4 0.1 0.9 Intersection Summary HCM 7th Control Delay, s/veh 25.3 HCM 7th LOS C Notes Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 7: Project Dwy & Waikoloa Rd FY 2045 AM Waikoloa Green TIAR - FY 2045 AM Synchro 12 Report Page 7 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 549 11 16 471 50 23 Future Vol, veh/h 549 11 16 471 50 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 - Veh in Median Storage, # 0 - - 0 1 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 597 12 17 512 54 25 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 609 0 1149 603 Stage 1 - - - - 603 - Stage 2 - - - - 547 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 970 - 219 499 Stage 1 - - - - 546 - Stage 2 - - - - 580 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 970 - 215 499 Mov Cap-2 Maneuver - - - - 353 - Stage 1 - - - - 546 - Stage 2 - - - - 570 - Approach EB WB NB HCM Control Delay, s/v 0 0.29 15.65 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 353 499 - - 970 - HCM Lane V/C Ratio 0.154 0.05 - - 0.018 - HCM Control Delay (s/veh) 17.1 12.6 - - 8.8 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.5 0.2 - - 0.1 - HCM 7th TWSC 8: Pua Melia St & Project Dwy FY 2045 AM Waikoloa Green TIAR - FY 2045 AM Synchro 12 Report Page 8 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 1 36 0 77 0 101 17 15 105 3 Future Vol, veh/h 4 0 1 36 0 77 0 101 17 15 105 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 1 39 0 84 0 110 18 16 114 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 258 277 116 266 269 119 117 0 0 128 0 0 Stage 1 148 148 - 119 119 - - - - - - - Stage 2 110 128 - 147 150 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -2.218 - - Pot Cap-1 Maneuver 695 631 937 687 637 933 1471 - - 1458 - - Stage 1 854 774 - 885 797 - - - - - - - Stage 2 895 790 - 856 773 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 625 623 937 678 630 933 1471 - - 1458 - - Mov Cap-2 Maneuver 625 623 - 678 630 - - - - - - - Stage 1 844 765 - 885 797 - - - - - - - Stage 2 815 790 - 845 764 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v10.42 10.07 0 0.91 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1471 - - 669 833 218 - - HCM Lane V/C Ratio - - - 0.008 0.147 0.011 - - HCM Control Delay (s/veh) 0 - - 10.4 10.1 7.5 0 - HCM Lane LOS A - - B B A A - HCM 95th %tile Q(veh) 0 - - 0 0.5 0 - - HCM 7th TWSC 9: Phase 2 Driveway & Waikoloa Rd FY 2045 AM Waikoloa Green TIAR - FY 2045 AM Synchro 12 Report Page 9 Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 563 9 20 428 50 30 Future Vol, veh/h 563 9 20 428 50 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 - Veh in Median Storage, # 0 - - 0 1 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 612 10 22 465 54 33 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 622 0 1126 617 Stage 1 - - - - 617 - Stage 2 - - - - 509 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 959 - 227 490 Stage 1 - - - - 538 - Stage 2 - - - - 604 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 959 - 222 490 Mov Cap-2 Maneuver - - - - 358 - Stage 1 - - - - 538 - Stage 2 - - - - 590 - Approach EB WB NB HCM Control Delay, s/v 0 0.39 15.36 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 358 490 - - 959 - HCM Lane V/C Ratio 0.152 0.067 - - 0.023 - HCM Control Delay (s/veh) 16.9 12.9 - - 8.8 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.5 0.2 - - 0.1 - LANE SUMMARY Site: 101 [FY 2045 AM (Site Folder: 2045)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Lane Use and Performance Demand Flows Arrival Flows 95% Back Of QueueCap.Deg. Satn Lane Util. Aver. Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block. [ Total HV ][ Total HV ][ Veh Dist ] veh/h %veh/h %veh/h v/c %sec ft ft %% South: Pua Melia St Lane 1d 165 16.8 165 16.8 522 0.317 100 8.6 LOS A 1.4 39.7 Full 1600 0.0 0.0 Lane 2 38 11.0 38 11.0 1509 0.025 100 3.1 LOS A 0.0 0.0 Short 50 0.0 NA Approach 203 15.7 203 15.7 0.317 7.5 LOS A 1.4 39.7 East: Waikoloa Rd Lane 1 173 13.0 173 13.0 945 0.183 100 6.3 LOS A 0.9 24.2 Short 400 0.0 NA Lane 2d 181 14.0 181 14.0 987 0.183 100 5.3 LOS A 0.9 24.5 Full 1600 0.0 0.0 Lane 3 222 6.0 222 6.0 1580 0.140 100 3.7 LOS A 0.0 0.0 Short 400 0.0 NA Approach 575 10.6 575 10.6 0.183 5.0 LOS A 0.9 24.5 North: Paniolo Ave Lane 1d 482 1.4 482 1.4 771 0.625 100 10.0 LOS B 4.5 113.5 Full 1600 0.0 0.0 Lane 2 446 2.0 446 2.0 802 0.556 100 6.0 LOS A 3.7 93.1 Full 1600 0.0 0.0 Approach 927 1.7 927 1.7 0.625 8.1 LOS A 4.5 113.5 West: Waikoloa Rd Lane 1 75 4.0 75 4.0 506 0.148 465 12.9 LOS B 0.7 18.2 Full 1600 0.0 0.0 Lane 2d 202 14.1 202 14.1 626 0.323 100 8.0 LOS A 1.8 49.1 Short 300 0.0 NA Approach 277 11.4 277 11.4 0.323 9.3 LOS A 1.8 49.1 All Vehicles 1983 7.1 1983 7.1 0.625 7.3 LOS A 4.5 113.5 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. 5 Lane under-utilisation found by the program d Dominant lane on roundabout approach Approach Lane Flows (veh/h) South: Pua Melia St Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From S To Exit:W N E Lane 1 87 78 -165 16.8 522 0.317 100 NA NA Lane 2 --38 38 11.0 1509 0.025 100 0.0 1 Approach 87 78 38 203 15.7 0.317 East: Waikoloa Rd Mov.L2 T1 R2 Total %HV Deg.Lane Prob.Ov. From E To Exit:S W N Cap. veh/h Satn v/c Util. % SL Ov. % Lane No. Lane 1 35 138 -173 13.0 945 0.183 100 0.0 2 Lane 2 -181 -181 14.0 987 0.183 100 NA NA Lane 3 --222 222 6.0 1580 0.140 100 0.0 2 Approach 35 318 222 575 10.6 0.183 North: Paniolo Ave Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From N To Exit:E S W Lane 1 415 66 -482 1.4 771 0.625 100 NA NA Lane 2 --446 446 2.0 802 0.556 100 NA NA Approach 415 66 446 927 1.7 0.625 West: Waikoloa Rd Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From W To Exit:N E S Lane 1 75 --75 4.0 506 0.148 465 NA NA Lane 2 -159 43 202 14.1 626 0.323 100 0.0 1 Approach 75 159 43 277 11.4 0.323 Total %HV Deg.Satn (v/c) All Vehicles 1983 7.1 0.625 Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. 5 Lane under-utilisation found by the program Merge Analysis Exit Lane Number Short Lane Length Percent Opng in Lane Opposing Flow Rate Critical Gap Follow-up Headway Lane Flow Rate Capacity Deg. Satn Min. Delay Merge Delay ft %veh/h pcu/h sec sec veh/h veh/h v/c sec sec East Exit: Waikoloa Rd Merge Type: Priority Exit Short Lane 2 200 0.0 574 607 3.33 2.22 38 937 0.041 1.5 1.8 Merge Lane 1 -100.0 Merge Lane is not Opposed 574 1800 0.319 0.0 0.0 North Exit: Paniolo Ave Merge Type: Priority Exit Short Lane 3 200 0.0 78 94 3.18 2.12 222 1599 0.139 0.1 0.2 Merge Lane 2 -100.0 Merge Lane is not Opposed 78 1800 0.043 0.0 0.0 Variable Demand Analysis Initial Queued Demand Residual Queued Demand Time for Residual Demand to Clear Duration of Oversatn veh veh sec sec South: Pua Melia St Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 East: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 Lane 3 0.0 0.0 0.0 0.0 North: Paniolo Ave Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 West: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: AUSTIN, TSUTSUMI & ASSOCIATES, INC.| Licence: PLUS / 1PC | Processed: Wednesday, July 30,2025 5:56:11 PM Project: N:\2025\25-203 Waikoloa Green\SIDRA\Waikoloa Roundabout.sip9 HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd FY 2045 PM Waikoloa Green TIAR - FY 2045 PM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 102 308 26 235 185 118 44 1199 658 208 1121 104 Future Volume (veh/h) 102 308 26 235 185 118 44 1199 658 208 1121 104 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 111 335 0 255 201 0 48 1303 426 226 1218 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 346 359 290 485 62 702 555 250 921 740 Arrive On Green 0.07 0.19 0.00 0.13 0.26 0.00 0.03 0.40 0.40 0.14 0.51 0.51 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Grp Volume(v), veh/h 111 335 0 255 201 0 48 1303 426 226 1218 50 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1752 1384 1753 1811 1454 Q Serve(g_s), s 8.1 26.9 0.0 17.9 13.6 0.0 4.1 62.0 41.2 19.6 78.7 2.7 Cycle Q Clear(g_c), s 8.1 26.9 0.0 17.9 13.6 0.0 4.1 62.0 41.2 19.6 78.7 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 346 359 290 485 62 702 555 250 921 740 V/C Ratio(X) 0.32 0.93 0.88 0.41 0.77 1.86 0.77 0.90 1.32 0.07 Avail Cap(c_a), veh/h 454 381 397 503 199 702 555 351 921 740 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.0 61.8 0.0 43.4 48.0 0.0 74.1 46.4 40.2 65.3 38.0 19.3 Incr Delay (d2), s/veh 0.5 28.8 0.0 15.5 0.6 0.0 17.6 390.9 6.5 20.3 152.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 15.9 0.0 8.9 6.6 0.0 2.2 103.0 15.1 10.2 73.3 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 46.6 90.5 0.0 58.9 48.5 0.0 91.7 437.3 46.6 85.6 190.6 19.4 LnGrp LOS D F E D F F D F F B Approach Vol, veh/h 446 456 1777 1494 Approach Delay, s/veh 79.6 54.3 334.3 169.0 Approach LOS E D F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 27.1 68.0 25.4 34.3 10.3 84.7 15.2 44.5 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 21.6 64.0 19.9 28.9 6.1 80.7 10.1 15.6 Green Ext Time (p_c), s 0.4 0.0 0.5 0.4 0.1 0.0 0.2 1.1 Intersection Summary HCM 7th Control Delay, s/veh 217.3 HCM 7th LOS F Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2: Pua Melia St & Waikoloa Rd FY 2045 PM Waikoloa Green TIAR - FY 2045 PM Synchro 12 Report Page 2 Intersection Int Delay, s/veh 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 842 140 12 409 14 45 2 32 15 0 12 Future Vol, veh/h 12 842 140 12 409 14 45 2 32 15 0 12 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 8 47 15 5 2 50 2 31 2 2 2 Mvmt Flow 13 915 152 13 445 15 49 2 35 16 0 13 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 460 0 0 1068 0 0 1267 1504 535 963 1573 230 Stage 1 - - - - - - 1018 1018 - 478 478 - Stage 2 - - - - - - 248 486 - 485 1094 - Critical Hdwy 4.14 - - 4.4 - - 8.5 6.54 7.52 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 7.5 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 7.5 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.35 - - 4 4.02 3.61 3.52 4.02 3.32 Pot Cap-1 Maneuver 1098 - - 577 - - 84 120 422 210 109 773 Stage 1 - - - - - - 180 313 - 537 554 - Stage 2 - - - - - - 614 549 - 532 288 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1098 - - 576 - - 80 116 421 183 105 773 Mov Cap-2 Maneuver - - - - - - 80 116 - 183 105 - Stage 1 - - - - - - 178 309 - 525 541 - Stage 2 - - - - - - 590 537 - 479 284 - Approach EB WB NB SB HCM Control Delay, s/v 0.1 0.31 87.69 19.56 HCM LOS F C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 120 1098 - - 576 - - 277 HCM Lane V/C Ratio 0.713 0.012 - - 0.023 - - 0.106 HCM Control Delay (s/veh) 87.7 8.3 - - 11.4 - - 19.6 HCM Lane LOS F A - - B - - C HCM 95th %tile Q(veh) 3.9 0 - - 0.1 - - 0.4 HCM 7th TWSC 3: Waikoloa Plaza Rd & Waikoloa Rd FY 2045 PM Waikoloa Green TIAR - FY 2045 PM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 7.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 716 158 234 318 100 314 Future Vol, veh/h 716 158 234 318 100 314 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 0 0 Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 778 172 254 346 109 341 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 950 0 1546 475 Stage 1 - - - - 864 - Stage 2 - - - - 682 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 719 - ~ 105 536 Stage 1 - - - - 373 - Stage 2 - - - - 464 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 719 - ~ 68 536 Mov Cap-2 Maneuver - - - - 230 - Stage 1 - - - - 373 - Stage 2 - - - - 300 - Approach EB WB NB HCM Control Delay, s/v 0 5.4 25.45 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 230 536 - - 719 - HCM Lane V/C Ratio 0.472 0.637 - - 0.354 - HCM Control Delay (s/veh) 33.9 22.7 - - 12.7 - HCM Lane LOS D C - - B - HCM 95th %tile Q(veh) 2.3 4.4 - - 1.6 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Mamalahoa Hwy & Waikoloa Rd FY 2045 PM Waikoloa Green TIAR - FY 2045 PM Synchro 12 Report Page 5 Intersection Int Delay, s/veh 29.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 239 440 374 407 371 190 Future Vol, veh/h 239 440 374 407 371 190 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Free Storage Length 0 245 250 - - 285 Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 14 11 3 11 11 Mvmt Flow 260 478 407 442 403 207 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1659 403 403 0 - 0 Stage 1 403 - - - - - Stage 2 1255 - - - - - Critical Hdwy 6.42 6.34 4.21 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.426 2.299 - - - Pot Cap-1 Maneuver ~ 107 622 1108 - - 0 Stage 1 675 - - - - 0 Stage 2 268 - - - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 68 622 1108 - - - Mov Cap-2 Maneuver ~ 223 - - - - - Stage 1 427 - - - - - Stage 2 268 - - - - - Approach EB NB SB HCM Control Delay, s/v73.17 4.84 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT Capacity (veh/h) 1108 - 223 622 - HCM Lane V/C Ratio 0.367 - 1.165 0.769 - HCM Control Delay (s/veh) 10.1 - 157.4 27.4 - HCM Lane LOS B - F D - HCM 95th %tile Q(veh) 1.7 - 12.4 7.1 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Summary 6: Mamalahoa Hwy & Daniel K. Inouye Hwy FY 2045 PM Waikoloa Green TIAR - FY 2045 PM Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 184 264 122 75 133 162 113 449 160 301 391 119 Future Volume (veh/h) 184 264 122 75 133 162 113 449 160 301 391 119 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 200 287 22 82 145 0 123 488 0 327 425 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 224 350 296 105 225 155 517 358 730 Arrive On Green 0.13 0.19 0.19 0.06 0.12 0.00 0.09 0.28 0.00 0.20 0.39 0.00 Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 200 287 22 82 145 0 123 488 0 327 425 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 8.8 11.7 0.9 3.6 5.9 0.0 5.4 20.3 0.0 14.3 14.3 0.0 Cycle Q Clear(g_c), s 8.8 11.7 0.9 3.6 5.9 0.0 5.4 20.3 0.0 14.3 14.3 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 224 350 296 105 225 155 517 358 730 V/C Ratio(X) 0.89 0.82 0.07 0.78 0.64 0.79 0.94 0.91 0.58 Avail Cap(c_a), veh/h 224 541 458 157 470 201 517 358 730 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 34.3 31.1 26.7 36.9 33.4 0.0 35.6 28.2 0.0 31.1 19.1 0.0 Incr Delay (d2), s/veh 33.2 5.8 0.1 13.3 3.1 0.0 14.8 26.2 0.0 27.0 1.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 5.7 0.3 1.9 2.8 0.0 2.9 12.4 0.0 8.6 6.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 67.5 36.9 26.8 50.2 36.4 0.0 50.4 54.4 0.0 58.1 20.3 0.0 LnGrp LOS E D C D D D D E C Approach Vol, veh/h 509 227 611 752 Approach Delay, s/veh 48.5 41.4 53.6 36.8 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.0 28.0 9.7 20.9 11.9 37.1 15.0 15.6 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 16.0 22.0 7.0 23.0 9.0 29.0 10.0 20.0 Max Q Clear Time (g_c+I1), s 16.3 22.3 5.6 13.7 7.4 16.3 10.8 7.9 Green Ext Time (p_c), s 0.0 0.0 0.0 1.1 0.0 2.1 0.0 0.5 Intersection Summary HCM 7th Control Delay, s/veh 45.0 HCM 7th LOS D Notes Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 7: Project Dwy & Waikoloa Rd FY 2045 PM Waikoloa Green TIAR - FY 2045 PM Synchro 12 Report Page 7 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 660 58 23 541 22 30 Future Vol, veh/h 660 58 23 541 22 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 - Veh in Median Storage, # 0 - - 0 1 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 717 63 25 588 24 33 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 780 0 1387 749 Stage 1 - - - - 749 - Stage 2 - - - - 638 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 837 - 158 412 Stage 1 - - - - 467 - Stage 2 - - - - 526 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 837 - 153 412 Mov Cap-2 Maneuver - - - - 292 - Stage 1 - - - - 467 - Stage 2 - - - - 511 - Approach EB WB NB HCM Control Delay, s/v 0 0.38 16.15 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 292 412 - - 837 - HCM Lane V/C Ratio 0.082 0.079 - - 0.03 - HCM Control Delay (s/veh) 18.4 14.5 - - 9.4 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.3 0.3 - - 0.1 - HCM 7th TWSC 8: Pua Melia St & Project Dwy FY 2045 PM Waikoloa Green TIAR - FY 2045 PM Synchro 12 Report Page 8 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 4 21 0 39 1 199 75 65 199 2 Future Vol, veh/h 1 0 4 21 0 39 1 199 75 65 199 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 4 23 0 42 1 216 82 71 216 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 577 659 217 617 619 257 218 0 0 298 0 0 Stage 1 359 359 - 259 259 - - - - - - - Stage 2 218 300 - 358 360 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -2.218 - - Pot Cap-1 Maneuver 428 384 822 402 404 782 1351 - - 1263 - - Stage 1 659 627 - 746 693 - - - - - - - Stage 2 784 666 - 660 627 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 378 359 822 374 378 782 1351 - - 1263 - - Mov Cap-2 Maneuver 378 359 - 374 378 - - - - - - - Stage 1 617 587 - 745 693 - - - - - - - Stage 2 741 665 - 615 587 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v10.45 12.19 0.03 1.96 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 6 - - 666 566 439 - - HCM Lane V/C Ratio 0.001 - - 0.008 0.115 0.056 - - HCM Control Delay (s/veh) 7.7 0 - 10.4 12.2 8 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0 - - 0 0.4 0.2 - - HCM 7th TWSC 9: Phase 2 Driveway & Waikoloa Rd FY 2045 PM Waikoloa Green TIAR - FY 2045 PM Synchro 12 Report Page 9 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 644 46 30 534 22 38 Future Vol, veh/h 644 46 30 534 22 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 - Veh in Median Storage, # 0 - - 0 1 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 700 50 33 580 24 41 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 750 0 1371 725 Stage 1 - - - - 725 - Stage 2 - - - - 646 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 859 - 161 425 Stage 1 - - - - 479 - Stage 2 - - - - 522 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 859 - 155 425 Mov Cap-2 Maneuver - - - - 295 - Stage 1 - - - - 479 - Stage 2 - - - - 502 - Approach EB WB NB HCM Control Delay, s/v 0 0.5 15.82 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 295 425 - - 859 - HCM Lane V/C Ratio 0.081 0.097 - - 0.038 - HCM Control Delay (s/veh) 18.3 14.4 - - 9.4 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.3 0.3 - - 0.1 - LANE SUMMARY Site: 101 [FY 2045 PM (Site Folder: 2045)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Lane Use and Performance Demand Flows Arrival Flows 95% Back Of QueueCap.Deg. Satn Lane Util. Aver. Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block. [ Total HV ][ Total HV ][ Veh Dist ] veh/h %veh/h %veh/h v/c %sec ft ft %% South: Pua Melia St Lane 1d 243 1.6 243 1.6 408 0.596 100 12.7 LOS B 3.6 90.3 Full 1600 0.0 0.0 Lane 2 50 0.0 50 0.0 1675 0.030 100 3.1 LOS A 0.0 0.0 Short 50 0.0 NA Approach 293 1.3 293 1.3 0.596 11.0 LOS B 3.6 90.3 East: Waikoloa Rd Lane 1 131 6.8 131 6.8 619 0.212 100 10.3 LOS B 1.2 31.3 Short 400 0.0 NA Lane 2d 139 11.0 139 11.0 658 0.212 100 8.4 LOS A 1.2 32.9 Full 1600 0.0 0.0 Lane 3 345 0.0 345 0.0 1675 0.206 100 3.9 LOS A 0.0 0.0 Short 400 0.0 NA Approach 615 3.9 615 3.9 0.212 6.3 LOS A 1.2 32.9 North: Paniolo Ave Lane 1d 438 0.0 438 0.0 846 0.518 100 7.0 LOS A 3.3 81.8 Full 1600 0.0 0.0 Lane 2 282 2.0 282 2.0 769 0.366 100 4.2 LOS A 1.8 46.9 Full 1600 0.0 0.0 Approach 720 0.8 720 0.8 0.518 5.9 LOS A 3.3 81.8 West: Waikoloa Rd Lane 1 497 2.0 497 2.0 774 0.642 865 14.5 LOS B 5.8 147.6 Full 1600 0.0 0.0 Lane 2d 552 4.6 552 4.6 742 0.744 100 12.7 LOS B 8.2 212.4 Short 300 0.0 NA Approach 1049 3.3 1049 3.3 0.744 13.6 LOS B 8.2 212.4 All Vehicles 2677 2.6 2677 2.6 0.744 9.6 LOS A 8.2 212.4 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. 5 Lane under-utilisation found by the program d Dominant lane on roundabout approach Approach Lane Flows (veh/h) South: Pua Melia St Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From S To Exit:W N E Lane 1 48 196 -243 1.6 408 0.596 100 NA NA Lane 2 --50 50 0.0 1675 0.030 100 0.0 1 Approach 48 196 50 293 1.3 0.596 East: Waikoloa Rd Mov.L2 T1 R2 Total %HV Deg.Lane Prob.Ov. From E To Exit:S W N Cap. veh/h Satn v/c Util. % SL Ov. % Lane No. Lane 1 50 81 -131 6.8 619 0.212 100 0.0 2 Lane 2 -139 -139 11.0 658 0.212 100 NA NA Lane 3 --345 345 0.0 1675 0.206 100 0.0 2 Approach 50 221 345 615 3.9 0.212 North: Paniolo Ave Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From N To Exit:E S W Lane 1 315 123 -438 0.0 846 0.518 100 NA NA Lane 2 --282 282 2.0 769 0.366 100 NA NA Approach 315 123 282 720 0.8 0.518 West: Waikoloa Rd Mov.L2 T1 R2 Total %HV Cap. veh/h Deg. Satn v/c Lane Util. % Prob. SL Ov. % Ov. Lane No.From W To Exit:N E S Lane 1 497 --497 2.0 774 0.642 865 NA NA Lane 2 -420 133 552 4.6 742 0.744 100 0.0 1 Approach 497 420 133 1049 3.3 0.744 Total %HV Deg.Satn (v/c) All Vehicles 2677 2.6 0.744 Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. 5 Lane under-utilisation found by the program Merge Analysis Exit Lane Number Short Lane Length Percent Opng in Lane Opposing Flow Rate Critical Gap Follow-up Headway Lane Flow Rate Capacity Deg. Satn Min. Delay Merge Delay ft %veh/h pcu/h sec sec veh/h veh/h v/c sec sec East Exit: Waikoloa Rd Merge Type: Priority Exit Short Lane 2 200 0.0 735 760 3.00 2.00 50 1011 0.049 1.6 1.8 Merge Lane 1 -100.0 Merge Lane is not Opposed 735 1800 0.408 0.0 0.0 North Exit: Paniolo Ave Merge Type: Priority Exit Short Lane 3 200 0.0 196 200 3.00 2.00 345 1598 0.216 0.3 0.4 Merge Lane 2 -100.0 Merge Lane is not Opposed 196 1800 0.109 0.0 0.0 Variable Demand Analysis Initial Queued Demand Residual Queued Demand Time for Residual Demand to Clear Duration of Oversatn veh veh sec sec South: Pua Melia St Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 East: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 Lane 3 0.0 0.0 0.0 0.0 North: Paniolo Ave Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 West: Waikoloa Rd Lane 1 0.0 0.0 0.0 0.0 Lane 2 0.0 0.0 0.0 0.0 SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: AUSTIN, TSUTSUMI & ASSOCIATES, INC.| Licence: PLUS / 1PC | Processed: Wednesday, July 30,2025 5:56:11 PM Project: N:\2025\25-203 Waikoloa Green\SIDRA\Waikoloa Roundabout.sip9 HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd Mitigated FY 2045 AM Waikoloa Green TIAR - Mitigated FY 2045 AM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 68 34 484 351 261 28 635 123 41 1078 73 Future Volume (veh/h) 51 68 34 484 351 261 28 635 123 41 1078 73 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 55 74 0 526 382 0 30 690 52 45 1172 31 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 193 114 588 580 50 1400 582 61 1471 622 Arrive On Green 0.04 0.06 0.00 0.29 0.31 0.00 0.03 0.42 0.42 0.03 0.43 0.43 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 3328 1384 1753 3441 1454 Grp Volume(v), veh/h 55 74 0 526 382 0 30 690 52 45 1172 31 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1664 1384 1753 1721 1454 Q Serve(g_s), s 3.2 4.0 0.0 29.4 18.4 0.0 1.7 15.9 2.4 2.7 31.1 1.3 Cycle Q Clear(g_c), s 3.2 4.0 0.0 29.4 18.4 0.0 1.7 15.9 2.4 2.7 31.1 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 114 588 580 50 1400 582 61 1471 622 V/C Ratio(X) 0.28 0.65 0.89 0.66 0.60 0.49 0.09 0.74 0.80 0.05 Avail Cap(c_a), veh/h 448 560 588 740 292 1961 815 516 2485 1050 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.1 48.4 0.0 30.9 31.8 0.0 50.6 22.3 18.4 50.3 26.1 17.6 Incr Delay (d2), s/veh 0.8 6.0 0.0 16.1 1.4 0.0 10.9 0.3 0.1 15.9 1.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 2.1 0.0 14.5 8.6 0.0 0.9 6.2 0.8 1.4 12.5 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 44.9 54.4 0.0 47.0 33.2 0.0 61.4 22.6 18.4 66.2 27.2 17.7 LnGrp LOS D D D C E C B E C B Approach Vol, veh/h 129 908 772 1248 Approach Delay, s/veh 50.3 41.2 23.8 28.3 Approach LOS D D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.7 50.3 35.0 11.3 7.9 51.0 9.2 37.1 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 4.7 17.9 31.4 6.0 3.7 33.1 5.2 20.4 Green Ext Time (p_c), s 0.1 5.9 0.0 0.3 0.0 11.9 0.1 2.3 Intersection Summary HCM 7th Control Delay, s/veh 31.9 HCM 7th LOS C Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th Signalized Intersection Summary 5: Mamalahoa Hwy & Waikoloa Rd Mitigated FY 2045 AM Waikoloa Green TIAR - Mitigated FY 2045 AM Synchro 12 Report Page 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 228 362 275 234 331 173 Future Volume (veh/h) 228 362 275 234 331 173 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1693 1737 1856 1737 1737 Adj Flow Rate, veh/h 248 82 299 254 360 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 14 11 3 11 11 Cap, veh/h 346 279 550 977 915 Arrive On Green 0.19 0.19 0.53 0.53 0.53 0.00 Sat Flow, veh/h 1781 1434 949 1856 1737 1472 Grp Volume(v), veh/h 248 82 299 254 360 0 Grp Sat Flow(s),veh/h/ln 1781 1434 949 1856 1737 1472 Q Serve(g_s), s 5.6 2.1 11.8 3.2 5.3 0.0 Cycle Q Clear(g_c), s 5.6 2.1 17.1 3.2 5.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 346 279 550 977 915 V/C Ratio(X) 0.72 0.29 0.54 0.26 0.39 Avail Cap(c_a), veh/h 995 801 1243 2332 2183 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 16.2 14.8 11.2 5.6 6.1 0.0 Incr Delay (d2), s/veh 2.8 0.6 0.8 0.1 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.6 2.0 0.8 1.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 19.0 15.4 12.0 5.7 6.4 0.0 LnGrp LOS B B B A A Approach Vol, veh/h 330 553 360 Approach Delay, s/veh 18.1 9.1 6.4 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 28.6 14.3 28.6 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 54.0 24.0 54.0 Max Q Clear Time (g_c+I1), s 19.1 7.6 7.3 Green Ext Time (p_c), s 3.5 0.9 2.5 Intersection Summary HCM 7th Control Delay, s/veh 10.7 HCM 7th LOS B Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th Signalized Intersection Summary 1: Queen Kaahumanu Hwy & Waikoloa Beach Dr/Waikoloa Rd Mitigated FY 2045 PM Waikoloa Green TIAR - Mitigated FY 2045 PM Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 102 308 26 235 185 118 44 1199 658 208 1121 104 Future Volume (veh/h) 102 308 26 235 185 118 44 1199 658 208 1121 104 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1900 1900 1811 1900 1826 1900 1752 1633 1841 1811 1752 Adj Flow Rate, veh/h 111 335 0 255 201 0 48 1303 426 226 1218 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 0 0 6 0 5 0 10 18 4 6 10 Cap, veh/h 346 359 290 485 62 1333 554 250 1750 739 Arrive On Green 0.07 0.19 0.00 0.13 0.26 0.00 0.03 0.40 0.40 0.14 0.51 0.51 Sat Flow, veh/h 1697 1900 1610 1725 1900 1547 1810 3328 1384 1753 3441 1454 Grp Volume(v), veh/h 111 335 0 255 201 0 48 1303 426 226 1218 50 Grp Sat Flow(s),veh/h/ln 1697 1900 1610 1725 1900 1547 1810 1664 1384 1753 1721 1454 Q Serve(g_s), s 8.1 26.8 0.0 17.9 13.6 0.0 4.1 59.7 41.2 19.6 41.6 2.7 Cycle Q Clear(g_c), s 8.1 26.8 0.0 17.9 13.6 0.0 4.1 59.7 41.2 19.6 41.6 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 346 359 290 485 62 1333 554 250 1750 739 V/C Ratio(X) 0.32 0.93 0.88 0.41 0.77 0.98 0.77 0.90 0.70 0.07 Avail Cap(c_a), veh/h 454 381 397 504 199 1334 555 351 1750 739 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.0 61.7 0.0 43.3 47.9 0.0 74.1 45.7 40.2 65.3 28.9 19.3 Incr Delay (d2), s/veh 0.5 28.7 0.0 15.5 0.6 0.0 17.6 19.4 6.5 20.3 1.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 15.9 0.0 8.9 6.6 0.0 2.2 28.1 15.1 10.2 17.5 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 46.5 90.5 0.0 58.8 48.5 0.0 91.7 65.0 46.6 85.6 30.1 19.4 LnGrp LOS D F E D F E D F C B Approach Vol, veh/h 446 456 1777 1494 Approach Delay, s/veh 79.5 54.3 61.3 38.2 Approach LOS E D E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 27.1 68.0 25.4 34.3 10.3 84.7 15.2 44.5 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 62.0 30.0 31.0 17.0 76.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 21.6 61.7 19.9 28.8 6.1 43.6 10.1 15.6 Green Ext Time (p_c), s 0.4 0.3 0.5 0.4 0.1 11.7 0.2 1.1 Intersection Summary HCM 7th Control Delay, s/veh 54.2 HCM 7th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th Signalized Intersection Summary 5: Mamalahoa Hwy & Waikoloa Rd Mitigated FY 2045 PM Waikoloa Green TIAR - Mitigated FY 2045 PM Synchro 12 Report Page 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 239 440 374 407 371 190 Future Volume (veh/h) 239 440 374 407 371 190 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1693 1737 1856 1737 1737 Adj Flow Rate, veh/h 260 116 407 442 403 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 14 11 3 11 11 Cap, veh/h 331 267 580 1158 1084 Arrive On Green 0.19 0.19 0.62 0.62 0.62 0.00 Sat Flow, veh/h 1781 1434 912 1856 1737 1472 Grp Volume(v), veh/h 260 116 407 442 403 0 Grp Sat Flow(s),veh/h/ln 1781 1434 912 1856 1737 1472 Q Serve(g_s), s 8.8 4.5 24.9 7.4 7.2 0.0 Cycle Q Clear(g_c), s 8.8 4.5 32.1 7.4 7.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 331 267 580 1158 1084 V/C Ratio(X) 0.78 0.43 0.70 0.38 0.37 Avail Cap(c_a), veh/h 676 544 789 1584 1482 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 24.5 22.8 13.7 5.9 5.8 0.0 Incr Delay (d2), s/veh 4.1 1.1 1.7 0.2 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 1.5 4.5 2.2 2.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 28.6 23.9 15.4 6.1 6.0 0.0 LnGrp LOS C C B A A Approach Vol, veh/h 376 849 403 Approach Delay, s/veh 27.2 10.6 6.0 Approach LOS C B A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 45.5 17.8 45.5 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 54.0 24.0 54.0 Max Q Clear Time (g_c+I1), s 34.1 10.8 9.2 Green Ext Time (p_c), s 5.4 1.0 2.8 Intersection Summary HCM 7th Control Delay, s/veh 13.3 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. APPENDIX D TRAFFIC SIGNAL WARRANTS Legend AM Peak Hour Traffic X PM Peak Hour Traffic X Lanes:1 2 2 0%100% Minor 1 Minor 2 Lanes: Lanes: Ma j o r N↑Major RT Reduction:RT Reduction: Time NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR FactorMa j o r 95 237 195 AM Peak 88 184 26 77 208 129 79 95 48 115 178 0 129 208 77 AM Peak 2 (est.)79 166 23 69 187 116 71 86 43 104 160 0 90% j f s PM Peak 82 258 150 195 237 95 153 232 97 71 114 0 153 79 s u 110 101 PM Peak 2 (est.)74 232 135 176 213 86 138 209 87 64 103 0 90% Minor 1 232 95 f r 178 114 Minor 2 97 48 j w 115 71 w r u Major 88 184 26 712 82 258 150 640 1,017 916 FIGURE 200 264 Minor 1 Minor 2 222 293 BY 2035 Mamalahoa Highway/Daniel K. Inouye Highway Extension Austin, Tsutsumi, and Associates, Inc. 4-Hour Signal Warrant Approximation 1 Ma j o r 482 185 434 167 Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. 0 100 200 300 400 500 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 Mi n o r S t r e e t H i g h e r - V o l u m e Ap p r o a c h - V P H Major Street Volume - Total of Both Approaches - VPH 4-Hour Warrant (100%) Minor 1 Minor 2 0 100 200 300 400 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 Mi n o r S t r e e t H i g h e r - Vo l u m e A p p r o a c h - V P H Major Street Volume - Total of Both Approaches - VPH 4-Hour Warrant (70%) (May be used for Community less than 10,000 population or above 40 mph on Major Street) Minor 1 Minor 2 *Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street approach with one lane. Legend AM Peak Hour Traffic X PM Peak Hour Traffic X Lanes:2 1 0 100%0% Minor 1 Minor 2 Lanes: Lanes: Ma j o r N↑Major RT Reduction:RT Reduction: Time NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR FactorMa j o r 167 371 0 AM Peak 246 234 0 0 331 158 205 0 0 0 0 0 158 331 0 AM Peak 2 (est.)221 211 0 0 298 142 185 0 0 0 0 0 90% j f s PM Peak 331 407 0 0 371 167 210 0 0 0 0 0 210 205 s u 0 0 PM Peak 2 (est.)298 366 0 0 334 150 189 0 0 0 0 0 90% Minor 1 0 0 f r 0 0 Minor 2 384 319 j w 0 0 w r u Major 246 234 0 969 331 407 0 872 1,276 1,148 FIGURE 185 0 Minor 1 Minor 2 205 0 BY 2045 Mamalahoa Highway/Waikoloa Road Austin, Tsutsumi, and Associates, Inc. 4-Hour Signal Warrant Approximation 2 Ma j o r 210 0 189 0 Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. 0 100 200 300 400 500 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 Mi n o r S t r e e t H i g h e r - V o l u m e Ap p r o a c h - V P H Major Street Volume - Total of Both Approaches - VPH 4-Hour Warrant (100%) Minor 1 Minor 2 0 100 200 300 400 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 Mi n o r S t r e e t H i g h e r - Vo l u m e A p p r o a c h - V P H Major Street Volume - Total of Both Approaches - VPH 4-Hour Warrant (70%) (May be used for Community less than 10,000 population or above 40 mph on Major Street) Minor 1 Minor 2 *Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street approach with one lane. Legend AM Peak Hour Traffic X PM Peak Hour Traffic X Lanes:1 1 0 100%0%RT Reduction:RT Reduction: Ma j o r N↑Major Minor 1 Minor 2 Lanes: Lanes: Time NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR FactorMa j o r 151 283 0 AM Peak 170 185 0 0 261 140 189 0 0 0 0 0 140 261 0 AM Peak 2 (est.)153 167 0 0 235 126 170 0 0 0 0 0 90% j f s PM Peak 194 322 0 0 283 151 193 0 0 0 0 0 193 189 s u 0 0 PM Peak 2 (est.)175 290 0 0 255 136 174 0 0 0 0 0 90% Minor 1 0 0 f r 0 0 Minor 2 268 173 j w 0 0 w r u Major 170 185 0 756 194 322 0 681 950 856 FIGURE FY 2035 Mamalahoa Highway/Waikoloa Road Austin, Tsutsumi, and Associates, Inc. 4-Hour Signal Warrant Approximation 3 Ma j o r 193 0 174 0 Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. Minor 1 Minor 2 189 0 170 0 0 100 200 300 400 500 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 Mi n o r S t r e e t H i g h e r - V o l u m e Ap p r o a c h - V P H Major Street Volume - Total of Both Approaches - VPH 4-Hour Warrant (100%) Minor 1 Minor 2 0 100 200 300 400 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 Mi n o r S t r e e t H i g h e r - Vo l u m e A p p r o a c h - V P H Major Street Volume - Total of Both Approaches - VPH 4-Hour Warrant (70%) (May be used for Community less than 10,000 population or above 40 mph on Major Street) Minor 1 Minor 2 *Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street approach with one lane. Legend AM Peak Hour Traffic X PM Peak Hour Traffic X Lanes:1 1 1 0%0% Time EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Factor 12 0 15 AM Peak 5 181 37 30 738 13 120 0 29 15 2 17 17 2 15 AM Peak 2 (est.)5 163 33 27 664 12 108 0 26 14 2 15 90% j f s PM Peak 12 842 140 12 409 14 45 2 32 15 0 12 12 5 s u 13 14 PM Peak 2 (est.)11 758 126 11 368 13 41 2 29 14 0 11 90% Major 842 181 f r 738 409 Major 140 37 j w 30 12 w r u Major 120 0 29 1,004 45 2 32 904 1,429 1,287 FIGURE FY 2045 Waikoloa Road/Pua Melia Street Austin, Tsutsumi, and Associates, Inc. 4-Hour Signal Warrant Approximation 4 Mi n o r 1 79 27 72 25 Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. RT Reduction: Minor 1 Minor 2 149 34 RT Reduction: 134 31 Mi n o r 2 N↑Major Minor 1 Minor 2 Lanes: Lanes: 0 100 200 300 400 500 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 Mi n o r S t r e e t H i g h e r - V o l u m e Ap p r o a c h - V P H Major Street Volume - Total of Both Approaches - VPH 4-Hour Warrant (100%) Minor 1 Minor 2 0 100 200 300 400 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 Mi n o r S t r e e t H i g h e r - Vo l u m e A p p r o a c h - V P H Major Street Volume - Total of Both Approaches - VPH 4-Hour Warrant (70%) (May be used for Community less than 10,000 population or above 40 mph on Major Street) Minor 1 Minor 2 *Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street approach with one lane. Legend AM Peak Hour Traffic X PM Peak Hour Traffic X Lanes:2 1 0 100%0% Time NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Factor 190 371 0 AM Peak 275 234 0 0 331 173 228 0 0 0 0 0 173 331 0 AM Peak 2 (est.)248 211 0 0 298 156 205 0 0 0 0 0 90% j f s PM Peak 374 407 0 0 371 190 239 0 0 0 0 0 239 228 s u 0 0 PM Peak 2 (est.)337 366 0 0 334 171 215 0 0 0 0 0 90% Minor 1 0 0 f r 0 0 Minor 2 440 362 j w 0 0 w r u Major 275 234 0 1,013 374 407 0 913 1,342 1,208 FIGURE Minor 1 Minor 2 Lanes: Lanes: 205 0 Ma j o r N↑Major RT Reduction: Minor 1 Minor 2 228 0 RT Reduction: FY 2045 Mamalahoa Highway/Waikoloa Road Austin, Tsutsumi, and Associates, Inc. 4-Hour Signal Warrant Approximation 5 Ma j o r 239 0 215 0 Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. 0 100 200 300 400 500 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 Mi n o r S t r e e t H i g h e r - V o l u m e Ap p r o a c h - V P H Major Street Volume - Total of Both Approaches - VPH 4-Hour Warrant (100%) Minor 1 Minor 2 0 100 200 300 400 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 Mi n o r S t r e e t H i g h e r - Vo l u m e A p p r o a c h - V P H Major Street Volume - Total of Both Approaches - VPH 4-Hour Warrant (70%) (May be used for Community less than 10,000 population or above 40 mph on Major Street) Minor 1 Minor 2 *Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street approach with one lane. From:Pipanconsulting To:Kay, Christian Subject:Re:Roads within Waikoloa Green Project Date:Friday, May 15, 2026 9:09:48 AM Attachments:1.png Waikoloa Green Update of Zoning Areas.pdf Updated Rezone Table (2026-5-11).pdf Updated Rezoning Descriptions (2026-5-11).pdf Map Exhibits.zip Aloha Christian, The roads in the project would be developed to dedicable standards and dedicated to theCounty. Please also see attached (and uploaded to EPIC) the updated zoning areas, since removingthe encumbered areas, as discussed. Please let me know if you have any questions. Best, John PipanPresidentPipan Consulting LLCOffice:(808)333-3391Cell:(808)430-1441 From: Kay, Christian <Christian.Kay@hawaiicounty.gov> To: ""<> Date: Fri, 08 May 2026 17:16:31 -1000 Subject: Roads within Waikoloa Green Project Aloha John, The Waikoloa Green SLUBA/REZ applications appear to be silent on whether roadways within the proposed project are intended to be developed to dedicable standards or if they are intended to remain private. Will you please clarify the applicant’s intent re: roadways? Please let me know if you have any questions. Mahalo, Christian PO Box 421 Honokaa, HI 96727 (808) 333-3391 May 15, 2026 Mr. Jeffrey Darrow, Director Planning Department COUNTY OF HAWAII 101 Pauahi Street Hilo, HI 96720 Dear Mr. Darrow: Subject: Removal of Two Areas from Rezone Application PL-REZ-2026-000096 Applicant: Waikoloa Green LLC Waikoloa, South Kohala, Hawai‘i TMK (3)6-8-002:016 Based on our recent discussion regarding the areas of the subject property that are encumbered by a sale agreement we have decided to remove the areas in question from the subject rezone application. We understand that these areas will remain under the stale zoning ordinance unless the zoning is reverted or new zoning is established. New exhibit maps and Metes & Bounds descriptions have been produced and submitted via EPIC. The total acreage of the rezone request has been reduced from 716.63 acres to 709.145 acres. I trust that everything is in order for your acceptance and processing of this information. If not, or if there are questions relating to this matter, please feel free to direct them to me. Thank you very much. Thank you very much. Sincerely, John Pipan Pipan Consulting LLC pN WATER s i+ 191 149 i. DEPARTMENT OF WATER SUPPLY • COUNTY OF HAWAI`I el)''•• FHAwi..'`'345 KEKUANAO`A STREET, SUITE 20 • HILO, HAWAI`I 96720 TELEPHONE (808) 961-8050 • FAX (808) 961-8657 March 6, 2026 CON PLANNING DEPT TO: Mr. Jeffrey Darrow, Director MAR 9 2026 prsel: 9 Planning Department REC'D HAND DELIVEREDFROM: Keith K. Okamoto, Manager-Chief Engineer SUBJECT: State Land Use Boundary Application(PL-SLU-2026-000016) Change of Zone Application (PL-REZ-2026-000096) Applicant: Waikoloa Green LLC Tax Map Key(3)6-8-002:016 We have reviewed the subject application and have the following comments. The water system in the area is privately owned and operated;therefore, Pursuant to Section 23-84 of the Hawaii County Code,the Department requires that the following minimum requirements be complied with for subdivision approval: 1.Provide a water system designed to deliver water at adequate pressure and volume under peak-flow and fire-flow conditions in accordance with the prevailing Water System Standards, State of Hawai`i, and the Rules and Regulations of the Department of Water Supply. The water system shall include, but not be limited to, the installation of necessary distribution pipeline,fire hydrants,and service laterals, 2.Submit construction plans for our review and approval,and 3.Pay a fee of four-tenths of one percent(0.4%)of the estimated cost for the construction of the water system,but not less than $50.00,to cover costs for plan review,testing,and inspection. Should there be any questions, please contact Mr. Michael Mori of our Water Resources and Planning Branch at 808)961-8070,extension 257. Sincerely yours, Keith K. Okamoto, P.E. Manager-Chief Engineer MM:dfg copy— Waikoloa Green LLC Pipan Consulting LLC Water, Our 914ost Precious Resource. . . 7(a Wai A Kane . . . The Department of Water Supply is an Equal Opportunity provider and employer. County of Hawaii is an Equal Opportunity Provider and Employer DEPARTMENT OF PUBLIC WORKS COUNTY OF HAWAII HILO, HAWAII DATE: May 11, 2026 Memorandum TO: Jeffrey W. Darrow, Planning Director FROM: Department of Public Works, Engineering Division SUBJECT: REVISED COMMENTS FOR CHANGE OF ZONE APPLICATION (PL-REZ-2026-000096) AND STATE LAND USE BOUNDARY AMENDMENT APPLICATION (PL-SLU-2026-000016) Request: State Land Use Boundary Amendment From Agricultural to Urba (Por) & Open and Residential-1 Acre (RA-1a) to Multi-Family Residential 1,500 Square Foot (RM-1.5), Family Agricultureal-1 Acre (FA-1a), Agricultural-10 Acre (A-10a), Open (O), and Agricultural-5 Acre (A-5a) Applicant: Waikoloa Green LLC TMK: 6-8-002:016 We have reviewed the subject request dated February 11, 2026, and provide the following comments for your consideration: 1. All activities shall comply with the requirements of Hawaii County Code (HCC), Chapter 10, Erosion and Sedimentary Control. 2. All development-generated runoff shall be disposed of onsite and not directed toward any adjacent properties. 3. Roads shall be constructed within 50’ or greater right-of-ways to county dedicable standards with curbs, gutters, and sidewalks where applicable per Department of Public Works. 4. The subject parcel is in an area designated as Zone X on the Flood Insurance Rate Map (FIRM) by the Federal Emergency Management Agency (FEMA). Zone X is an area determined to be outside the 500-year floodplain. However, a recent flood study of the watershed has identified flooding and flood risks in the area. Future drainage studies should address these issues and the recommended drainage improvements, including mitigation of downstream impacts on existing infrastructure shall be constructed meeting the approval of the Department of Public Works, Engineering Division. 5. The applicant shall submit a revised, updated TIAR and drainage report prior to each phase of development. County of Hawaii is an Equal Opportunity Provider and Employer 6. Improvements, such as to the Auwaiakeakua Gulch bridge, shall be required address changes in runoff as indicated by drainage studies or as indicated by DPW prior to each phase of development of the property . 7. Improvements at impacted intersections, such as channelization and signalization or roundabouts at Waikoloa Road and Paniolo Drive, shall be required if warranted by the TIAR prior to each phase or as indicated by DPW, 8. A limit of two access points on Waikoloa Drive, with improvements as recommended by TIAR or as required by DPW, such as left turn and merge lanes, and the relocation of the proposed mauka access on Waikoloa Drive away from the curve it is currently in proximity to. Questions may be referred to Amy Cook at 961-8695. C. Kimo Alameda, Ph.D. Mayor William V. Brilhante Jr. Managing Director MARCH 9, 2026 County of Hawaf i POLICE DEPARTMENT 349 Kapi`olani Street Hilo, Hawai'i 96720-3998 808) 935-3311 • Fax (808) 961-2389 Reed K. Mahuna Police Chief C014 Pi MNING DEP_T BAR 12 2 026 Pm1 :30 REC'D IIA D DELIVERED, TO JEFFREY W. DARROW, PLANNING DIRECTOR FROM HOMAS SIIPIII,ACTING ASSISTANT CHIEF, AREA II OPERATIONS SUBJECT STATE LAND USE BOUNDARY AMENDMENT APPLICATION (PL-SLU-2026-000016) REQUEST: AGRICULTURAL TO URBAN FOR A 14.868-ACRE PORTION OF THE 716.63-ACRE PARCEL OF LAND CHANGE OF ZONE APPLICATION (PL-REZ-2026-000096) REQUEST: OPEN & RESIDENTIAL-AGRICULTURAL-1 ACRE (RA-1A) TO MULTIPLE -FAMILY RESIDENTIAL-1,500 SQUARE FEET (RM-1.5), FAMILY AGRICULTURAL-1 ACRE (FA-1A), AGRICULTURAL-10 ACRE A-10A), AGRICULTURAL-5 ACRE (A-5A), AND OPEN ZONING DISTRICTS FOR 716.63 ACRES OF LAND APPLICANT: WAIKOLOA GREEN LLC TAX MAP KEY: (3) 6-8-002:016, SOUTH KOHALA, HAWAI'I We appreciate the opportunity to review and provide commentary on the State Land Use Boundary Amendment Application (PL-SLU-2026-000016). The Hawaii Police Department has reviewed the proposal and has concerns about the significant impact on traffic with the planned project access roads per the Conceptual Master Plan, Figure 1.2: Phase 1 access road: This road connects to Pua Melia Street and will have a direct impact on the volume of vehicles on Pua Melia Street near the current intersection or planned round -a -bout, for the main village intersection of Waikoloa Road and Paniolo Avenue/Pua Melia Street (east). Whether or not vehicles opt to turn left to use the Pua Melia Street (west) intersection with Waikoloa Road or to turn right to use the intersection/round-a-bout The presumed users of this access would most likely be those residents of the 400 multi -family units. Phase 1 access road which connects to Waikoloa Road should require a signalized and improved intersection design. At this area, vehicles headed west on Waikoloa Road have not yet slowed to a 25 m.p.h. speed. Both vehicles exiting the project in either direction and those headed west Hawaii County is an Equal Opportunity Provider and Employer" SUBJECT : STATE LAND USE BOUNDARY AMENDMENT APPLICATION (PL-SLU-2026-000016) PAGE 2 turning left into the project would have difficulty in accessing this project road, causing traffic queues on Waikoloa Road. Phase 3 access road which connects to Waikoloa Road is impractical based on the existing road layout, curvature, vehicle rates of speed and property elevation of the areas in relation to the project property. An access road to the property in this area provide little -to -no visibility to those vehicles travelling in either direction on Waikoloa Road. In addition, this area would require roadway widening, merge lanes and reduces speed limits for approaching traffic in both directions. Further review, analysis and planning should be made in regards to the new intersections created by the project roads that connect to Waikoloa Road and Pua Melia Street. These documents do not show any planned improvements for the existing County roads or planned intersections created by the project roads as well as any suggestion in regards to speed limit reductions to accommodate these new intersections. The Traffic Impact Analysis Report (TIAR) does not address these concerns. Should you have any questions or concerns, please contact Captain Roylen Valera, Commander of our South Kohala District, at phone number (808) 887-3080 or via email at Roylen.Valera@hawaiipolice.gov. RV 26HQ0123 JOSH GREEN, M.D. KENNETH S. FINK, M.D, MGA, MPH GOVERNOR OF HAWAII DIRECTOR OF HEALTH KE KIA’AINA O KA MOKU’AINA O HAWAI’I KA LUNA HO’OKELE STATE OF HAWAII DEPARTMENT OF HEALTH P.O. BOX 916 HILO, HAWAII 96721-0916 MEMORANDUM DATE: February 18, 2026 TO: Mr. Jeffrey W. Darrow Planning Director, County of Hawaii FROM: Eric Honda District Environmental Health Program Chief SUBJECT: State Land Use Boundary Amendment Application (PL-SLU-2026-000016) Request: Agricultural to Urban for a 14.868-Acre Portion of the 716.63- Acre Parcel of Land Change of Zone Application (PL-REZ-2026-000096) Request: Open & Residential-Agricultural-1 Acre (RA-1a) to Multiple-Family Residential-1,500 Square Feet (RM-1.5), Family Acricultural-1 Acre (FA-1a), Agricultural-10 Acre (A-10a), Agricultural-5 Acre (A-5a), and Open Zoning Districts for 716.63 Acres of Land Applicant: Waikoloa Green LLC TMK: 6-8-002:016, South Kohala, Hawaiʻi In most cases, the District Health Office will no longer provide individual comments to agencies or project owners to expedite the land use review and process. Agencies, project owners, and their agents should apply Department of Health “Standard Comments” regarding land use to their standard project comments in their submittal. Standard comments can be found on the Land Use Planning Review section of the Department of Health website: https://health.hawaii.gov/epo/landuse/. Contact information for each Branch/Office is available on that website. Note: Agencies and project owners are responsible for adhering to all applicable standard comments and obtaining proper and necessary permits before the commencement of any work. Jeffrey W. Darrow February 18, 2026 Page 2 of 4 General summary comments have been included for your convenience. However, these comments are not all-inclusive and do not substitute for review of and compliance with all applicable standard comments for the various DOH individual programs. Clean Air Branch 1. All project activities shall comply with the Hawaii Administrative Rules (HAR), Chapters 11-59 and 11-60.1. 2. Control of Fugitive Dust: You must reasonably control the generation of all airborne, visible fugitive dust and comply with the fugitive dust provisions of HAR §11-60.1-33. Note that activities that occur near existing residences, businesses, public areas, and major thoroughfares exacerbate potential dust concerns. It is recommended that a dust control management plan be developed which identifies and mitigates all activities that may generate airborne and visible fugitive dust and that buffer zones be established wherever possible. 3. Standard comments for the Clean Air Branch are at: https://health.hawaii.gov/epo/landuse/ Clean Water Branch 1. All project activities shall comply with the HAR, Chapters 11-53, 11-54, and 11-55. 1. The following Clean Water Branch website contains information for agencies and/or project owners who are seeking comments regarding environmental compliance for their projects with HAR, Chapters 11-53, 11-54, and 11-55: https://health.hawaii.gov/cwb/clean-water-branch-home- page/cwb- standard-comments/. Hazard Evaluation & Emergency Response Office 1. A Phase I Environmental Site Assessment (ESA) and Phase II Site Investigation should be conducted for projects wherever current or former activities on site may have resulted in releases of hazardous substances, including oil or chemicals. Areas of concern include current and former industrial areas, harbors, airports, and formerly and currently zoned agricultural lands used for growing sugar, pineapple or other agricultural products. 2. Standard comments for the Hazard Evaluation & Emergency Response Office are at: https://health.hawaii.gov/epo/landuse/. Indoor and Radiological Health Branch 1. Project activities shall comply with HAR Chapters 11-39, 11-45, 11-46, 11-501, 11-502, 11-503, and 11-504. 2. Noise may be generated during demolition and/or construction. The applicable maximum permissible sound levels, as stated in Title 11, HAR, Chapter 11-46, “Community Noise Control,” shall not be exceeded unless a noise permit is obtained from the Department of Health. Jeffrey W. Darrow February 18, 2026 Page 3 of 4 3. Construction/Demolition Involving Asbestos: If the proposed project includes renovation/demolition activities that may involve asbestos, the applicant should contact the Asbestos and Lead Section of the Branch at https://health.hawaii.gov/irhb/asbestos/. Safe Drinking Water Branch 1. Agencies and/or project owners are responsible for ensuring environmental compliance for their projects in the areas of 1) Public Water Systems; 2) Underground Injection Control; and 3) Groundwater and Source Water Protection in accordance with HAR Chapters 11-19, 11-20, 11-21, 11-23, 11-23A, and 11- 25. They may be responsible for fulfilling additional requirements related to the Safe Drinking Water program: https://health.hawaii.gov/sdwb/. 2. Standard comments for the Safe Drinking Water Branch can be found at: https://health.hawaii.gov/epo/landuse/. Solid & Hazardous Waste Branch 1. Hazardous Waste Program - The state regulations for hazardous waste and used oil are in HAR Chapters 11-260.1 to 11-279.1. These rules apply to the identification, handling, transportation, storage, and disposal of regulated hazardous waste and used oil. 2. Solid Waste Programs - The laws and regulations are contained in HRS Chapters 339D, 342G, 342H, and 342I, and HAR Chapters 11-58.1 and 11-282. Generators and handlers of solid waste shall ensure proper recycling or disposal at DOH-permitted solid waste management facilities. If possible, waste prevention, reuse, and recycling are preferred options over disposal. The Office of Solid Waste Management also oversees the electronic device recycling and recovery law, the glass advanced disposal fee program, and the deposit beverage container program. 3. Underground Storage Tank Program – The state regulations for underground storage tanks are in HAR Chapter 11-280.1. These rules apply to the design, operation, closure, and release response requirements for underground storage tank systems, including unknown underground tanks identified during construction. 4. Standard comments for the Solid & Hazardous Waste Branch can be found at: https://health.hawaii.gov/epo/landuse/. Wastewater Branch For comments, please email the Wastewater Branch at doh.wwb@doh.hawaii.gov. Sanitation / Local DOH Comments: 1. According to HAR §11-26-35, No person, firm, or corporation shall demolish or Jeffrey W. Darrow February 18, 2026 Page 4 of 4 clear any structure without first ascertaining the presence or absence of rodents that may endanger public health by dispersal from such premises. Should any such inspection reveal the presence of rodents, the rodents shall be eradicated before demolishing or clearing the structure. A demolition permit is required prior to demolition. Other 1. CDC - Healthy Places - Healthy Community Design Checklist Toolkit recommends that state and county planning departments, developers, planners, engineers, and other interested parties apply these principles when planning or reviewing new developments or redevelopment projects. 2. If new information is found or changes are made to your submittal, DOH reserves the right to implement appropriate environmental health restrictions as required. Should there be any questions on this matter, please contact the Department of Health, Hawaii District Health Office, at (808) 933-0917. O F JOSH GREEN,M.D. t PAR 1..59y STATE OF HAWAVI GOVERNOR o OFFICE OF PLANNING STLOVERNOR MARY ALICE EVANS zo0 0 3J 235 South Beretania Street,6th Floor,Honolulu,Hawaii 96813 Telephone:808 587-2846 a n Mailing Address: P.O.Box 2359,Honolulu,Hawaii 96804 Fax: 808)587-2824 Web: https:Hplanning.hawaii.gov/ Coastal Zone Management DTS 202602111332NA Program Transmitted via email Environmental Review March 4, 2026 Program Mr. Jeffrey W. Darrow Land Use Commission Planning Director Land Use Division County Of Hawaii 101 Pauahi Street, Suite 3 Special Plans Branch Hilo, Hawaii 96720 State Transit-Oriented Attn: Christian Kay Development Statewide Geographic Dear Mr. Darrow: Information System Subject: State Land Use Boundary Amendment Application (PL-SLU- Statewide 2026-000016) and Change of Zone Application (PL-REZ-2026- Sustainaeility Branch 000096) for the Waikoloa Green Development at Waikoloa, South Kohala, Hawaii; Tax Map Key: (3) 6-8-002:016 The Office of Planning and Sustainable Development(OPSD) is in receipt of your review request for the State Land Use Boundary Amendment and Change of Zoning applications, dated February 11, 2026, for the proposed Waikoloa Green Development. This 716.63-acre parcel is located in the State Land Use Agricultural District. A State Land Use Boundary Amendment is being requested for a 14.868- acre portion of this parcel, from Agricultural to Urban. The rest of the project area will remain in the State Land Use Agricultural District. The entire project area is requesting a county change of zoning. The existing project area is vacant and located along the southeastern end of Waikoloa Village, which is in the State Land Use Urban District. As part of this project, the applicant proposes to construct a multi-family rental housing development of approximately 400 housing units on the 14.868-acre portion of the parcel. Additionally proposed is approximately 275 agricultural one-acre lots, each with the potential to be developed with farm dwellings, a food hub and farmer's market as well as open space for trailways and conservation. The Land Study Bureau classifies the soils for the entire property as "E" or very poor" and is unclassified under the Agricultural Lands of Importance to the State of Hawaii classification system. The Federal Emergency Management Agency's Flood Insurance Rate Map (FIRM) designates the project area as Flood Zone X. Mr. Jeffrey W. Darrow March 4, 2026 Page 2 OPSD has reviewed the subject request and has the following comments to offer: 1) State Land Use Boundary Amendment: The State Land Use designation of the parcel is Agricultural. The applicant is proposing to amend 14.868 acres from Agricultural to Urban for a proposed multi-family housing complex and clubhouse. OPSD recommends confirming that the proposed acreage included in this amendment includes any access road to the property, if applicable. Please note that any proposed boundary amendment that is greater than 15 acres shall be processed by the Land Use Commission. 2) Conformance with State Land Use District and County Zoning: The applicant is proposing changes to the State Land Use District(SLUD) as well as to county zoning. County zoning is to conform to SLUD designation. OPSD additionally notes that the conceptual master plan proposes 1-acre agricultural lots with a proposed "food hub." The applicant may wish to discuss the project relative to challenges observed in the Paradise Park agricultural subdivision in Puna, such as unfarmed subdivided lots that may be better suited under a different SLUD. 3) Conceptual Master Plan: Conceptual site planning for single-family agricultural development should explore the clustering of dwellings to reduce the project's footprint and minimize the negative impacts of sprawl. OPSD appreciates the proposal for open areas and public trailways. We recommend that these open areas and trails extend and connect to an area outside the project area, such as to the existing Waikoloa Village. OPSD also recommends that the applicant explore public transit connectivity to and within the proposed development, such as bus stops. 4) Affordable Housing: The application states that the proposed multi-family rental housing development will provide housing opportunities to serve the wider community. It further states that affordable housing requirements for the project will be satisfied by the construction of affordable and workforce rental units in the multi-family project. The State of Hawai`i is experiencing a severe shortage of affordable rental housing and affordable homeownership opportunities. OPSD recommends that the entire project consider alternative options that provide for more affordable housing and prioritize full- time residents. If you respond to this comment letter,please include DTS 202602111332NA in the subject line. For any questions regarding this letter,please contact Rachel Beasley of our office at(808) 587-2888 or by email at rachel.e.beasley2hawaii.gov. Mahalo, Mn A,kU_ Mary Alice Evans Director STATE OF HAWAIʻI | KA MOKUʻĀINA ʻO HAWAIʻI DEPARTMENT OF LAND AND NATURAL RESOURCES KA ‘OIHANA KUMUWAIWAI ʻĀINA DIVISION OF FORESTRY AND WILDLIFE 19 EAST KAWILI STREET HILO, HAWAII 96720 JOSH GREEN, M.D. GOVERNOR | KE KIAʻĀINA KEITH A. REGAN ACTING LIEUTENANT GOVERNOR KA HOPE KIAʻĀINA KŪ WĀ DAWN N.S. CHANG CHAIRPERSON BOARD OF LAND AND NATURAL RESOURCES COMMISSION ON WATER RESOURCE MANAGEMENT RYAN K.P. KANAKAʻOLE FIRST DEPUTY CIARA W.K. KAHAHANE DEPUTY DIRECTOR - WATER AQUATIC RESOURCES BOATING AND OCEAN RECREATION BUREAU OF CONVEYANCES COMMISSION ON WATER RESOURCE MANAGEMENT CONSERVATION AND COASTAL LANDS CONSERVATION AND RESOURCES ENFORCEMENT ENGINEERING FORESTRY AND WILDLIFE HISTORIC PRESERVATION KAHOOLAWE ISLAND RESERVE COMMISSION LAND STATE PARKS June 5, 2026 TO: Christian Kay, Planner Hawai‘i County Department of Planning FROM: Jackson Bauer, Hawai‘i Island Nā Ala Hele Trail and Access Program Manager Division of Forestry and Wildlife, Department of Land and Natural Resources SUBJECT: Comments regarding the Waikoloa Green LLC Change of Zone and State Land Use Boundary Amendment (TMK (3) 6-8-002:016) located in Waikōloa, S. Kohala, Hawaiʻi Island. The Nā Ala Hele Trail and Access Program, within the Division of Forestry and Wildlife (DOFAW) under the Department of Land and Natural Resources (DLNR), thanks you for the opportunity to provide recommendations regarding the Waikoloa Green LLC Change of Zone and State Land Use Boundary Amendment (TMK (3) 6-8-002:016) located in Waikōloa, S. Kohala, Hawaiʻi Island. Please note that the comments provided herein are based solely on my professional analysis as the Nā Ala Hele Trail and Access Program Manager for Hawaiʻi Island. Puakō-Keʻāmuku Trail The historic Puakō-Keʻāmuku Trail is a documented trail that served as a main mauka-makai access trail from the coastal villages of Puakō to the upland agricultural and forest lands of Waikōloa, as well as connections to major interior cross-island trails. The trail has continued to be used in contemporary times as ranching became the main land use of the area. The Trail is documented below and above the project area in maps as early as 1885 (Registered Map 1080, see enclosure #1) and 1892 (Registered Map 1733, see enclosure #2). As such, this trail alignment may be government- owned per the Highways Act of 1892. With this project’s proposal to grow the Waikōloa Village community, these trails now provide even more relevance, connecting people of place to resource from mauka to makai and invaluable green space outdoor recreation. We applaud the general inclusion of a trail and open space corridor proposed in this project, however it is unclear if this open space corridor aligns with the actual historic trail alignment (see enclosure 3). Recommendation: Confirm through archaelogical and cultural mapping the exact allignment of the Puakō-Keʻāmuku Trail. Consult with Nā Ala Hele staff to determine uncertain alignments. Recommendation: In the subdivision process, subdivide the trail into a separate state-owned parcel. Additionally, refer to the Treatment of Historic Trails document for reference (see enclosure #4) Recommendation: In consultation with Nā Ala Hele staff, develop a Public Access Plan that details the alignment of the Puakō-Keʻāmuku Trail, access to the trail, other public access trails connected to this trail as a network, and trailhead parking, construciton and maintenance regimes, interpretation features, etc. Thank you for your consideration of recommendations regarding the Waikoloa Green LLC Change of Zone and State Land Use Boundary Amendment (TMK (3) 6-8-002:016) located in Waikōloa, S. Kohala, Hawaiʻi Island. I welcome you to contact me with any questions at 808-657-8041 or jackson.m.bauer@hawaii.gov. ENCLOSURE 1: Registered Map 1080, c. 1885 ENCLOSURE 2: Register Map 1733, c. 1892 ENCLOSURE 3: Trail alignments traced from various historic maps (green lines), overlayed onto project plan. Hawaii Island Guidelines for the Treatment of Historic Hawaiian Trails (Version 4/1/2020) Photo by Keith Wallis HAWAI`I ISLAND GUIDELINES FOR THE TREATMENT OF HISTORIC HAWAIIAN TRAILS (SUBJECT TO REVISION) (ADOPTED BY NĀ ALA HELE’S HAWAI`I ISLAND ADVISORY COUNCIL ON MAY 10, 2005. REVISIONS APPROVED ON MAY 23 and NOVEMBER 14, 2012, JANUARY 16, 2013, and April 1, 2020. PHOTOS UPDATED ON JANUARY 20, 2012 and March 22, 2020) ֎ If the Historic Hawaiian Trail Is Under State Jurisdiction, Consultation with the Nā Ala Hele Hawai`i Island Advisory Council Is Highly Recommended The Hawai`i Statewide Trail and Access System, known as Nā Ala Hele (NAH), is part of the Department of Land & Natural Resources’ Division of Forestry and Wildlife. The program is required to establish advisory councils to solicit advice and assistance in the implementation of the statewide trail and access system. For more information on NAH, visit their website at https://dlnr.hawaii.gov/recreation/. ֎The Assessments of Trail Values by Nā Ala Hele’s Hawai`i Island Program, Archaeologists, & State Historic Preservation Division (SHPD) Can Differ Archaeological surveys and recommendations for site treatments are reviewed and approved by SHPD. SHPD’s assessment of the value of a historic trail is based on its physical condition, archaeological integrity, and cultural significance. A trail’s archaeological value (and SHPD’s preservation recommendation) is influenced by its present-day state of preservation and whether it is an integral part of a larger complex that is to be preserved. Hawai`i Island’s NAH assessment of the value of a historic trail involves more than its current physical condition. In its assessment of trail values, NAH also considers these factors: 1. evidence that the trail historically existed by examining archaeological reports, historic maps, historic accounts, early surveyors’ notes, land deeds, boundary testimonies, and/or cultural impact assessments, 2. whether the trail potentially connects to other trails to form more lengthy routes, and 3. the public purpose served in preserving the trail. NAH may also recommend “land banking” of trails deemed to have public value when resources are lacking to open them to public use. PURPOSE OF THESE GUIDELINES: The Nā Ala Hele Hawai`i Island Advisory Council recognizes the need to establish guidelines for consistent treatment of historic Hawaiian trails when developments occur adjacent to them (see Appendix A: “Ancient, Historic, and Old Government Trails and Roads in Hawaii: A Summary of Pertinent Law.”). Many historic Hawaiian trails are owned in fee simple by the State of Hawai`i. While each situation poses unique circumstances and every case requires individual consideration, certain guiding principles can be agreed-upon. It is hoped that these guidelines will help with NAH Council decision-making and take some of the guess work out of the process for the Council, developers, State and County agencies and the public. This is a working document that is subject to revision, as we find ways to improve upon it. Please check with the Nā Ala Hele Hawai`i Island program to make sure you are using the most current version. 2 Version: 4/01/2020 The trail has been seriously eroded by wave action, and encroaching vegetation makes walking precarious. → Photo taken at Waiulua Bay in Waikoloa Resort. ← Hikers are using the relocated trail. The original trail has been eroding away. Photo taken between Waikoloa and Mauna Lani Resorts. ֎Trail Relocation and/or Destruction It is the Hawai`i Island NAH Advisory Council’s (hereinafter “Council”) policy that no relocation or destruction of historic trails be approved. Any such decision is done on a case-by-case basis, and many factors must be considered. Assessment of the trail’s values (see previous section) is done, and council members may visit the subject area as part of decision-making. Council meetings are open to the public, and public opinion re: trail relocation and/or destruction is considered. Cultural experts, the State’s Department of the Attorney General, and NAH’s abstractor may need to be consulted. If the development project is receiving federal funds, a Section 106 assessment is required to fully assess and mitigate the development’s potential impacts on historic and cultural sites (See Relevant Laws on the last page of this document). Planners, landowners and/or developers are encouraged to contact the Council early in the planning process. This can prevent misunderstandings, premature expenditures, and potentially costly delays. ֎Trail Restoration, Buffers, and Maintenance ֎ Trail Erosion When the trail is located in an area vulnerable to potential erosion, provisions for trail relocation in the event of trail erosion should be included in all trail-related agreements and approvals. This is to ensure that the negotiated trail will be usable forever. Water diversion techniques, i.e. waterbars, may need to be employed if water runoff is occurring or potential for soil erosion is present. Information on “Best Management Practices” (BMPs) to prevent or correct erosion problems is available through Nā Ala Hele. ֎ Trail Width Trail widths vary. There are no standard widths. Sometimes widths are apparent through direct trail observation and archaeological studies. Trail widths can change over time if their use transitioned from 3 Version: 4/01/2020 Many present-day Hawaiians can trace their ancestors to villagers who relied upon these trails for their daily survival. Excessively narrow buffers take away from the authenticity of the experience, and damage the feeling of open space and broad landscape in which the trails belong. Adequate buffers and appropriate buffer treatments are essential to the historic trail experience. Photo taken in Hualālai Resort. Historic trail is being smothered by poorly controlled vegetation. When buffer widths are too narrow, the experience of “walking in the footsteps” of those who created the trails is lost. Photo taken in Hualālai Resort where buffers are not being cleared, and thorny bougainvillea is allowed to grow into the trail. walking purposes to other modes of transportation, i.e., horseback, carts, etc. Sometimes widths are specified in land deeds, historic maps, or in County permit documents when trail easements are required. ֎ Buffer Widths Buffer widths vary. There are no standard widths. The council recommends widths of a minimum of thirty -feet, as measured from the trail’s outside edges. This also applies to relocated and restored trails. Buffer widths are determined on a case-by-case basis and consideration is given to the archaeological integrity of the subject trail, view planes, surrounding environment, land uses, land ownership, and nearby natural and cultural features. The Council should be consulted early in the planning process to prevent misunderstandings, premature expenditures, and potentially costly delays. 4 Version: 4/01/2020 Photo taken in 49 Black Sand Beach Subdivision in Mauna Lani Resort. Natal plum plants within the narrow buffer are thorny and spreading into the trail. These examples help to illustrate why it is recommended that no landscaping be done within trail buffers. The trail itself should be kept clear of vegetation. Photo taken in Kohala Waterfront Subdivision Past buffer widths have been shown to be inadequate. The Council’s revised buffer width is hereby increased to a minimum of thirty- feet, as measured from the trail’s outside edges. Photo taken in `Ōuli, South Kohala 5 Version: 4/01/2020 Photo taken in Waikoloa Resort. Trail is the Alanui Aupuni (government road)– built circa. 1860s-1870s. The orange flagging denotes what a thirty-foot wide buffer looks like. → ← Photo taken in Waikoloa Resort. Orange arrows point to orange flagging denoting the 30-foot wide buffers. 6 Version: 4/01/2020 ֎ Buffer Treatments Whether in its original historic condition or a realigned/restored historic trail, no construction should be allowed within the buffers (including utilities, foundations, rock walls of any height, and swimming pools), and the natural, existing terrain and grade should be maintained throughout the buffers. Roads should not be located within trail buffers, unless a breach is approved. It is recommended that no landscaping be done within trail buffers. Choosing native plants naturally growing in the area, or known to have historically grown there, is the most practical approach, requiring minimal watering and special care. Be careful not to plant noxious weeds that are naturally occurring, such as fountain grass. Thorny and poisonous plants (i.e., bougainvillea and oleander) should also be avoided. Avoid plants that could become invasive, i.e., extensive root systems, exotic ground covers, or prolific seed producers. Certain plants can pose a safety hazard or result in undue maintenance requirements, such as plants that drop large leaves and/or fruits (e.g., coconuts). Avoid plants that are likely to lean or encroach into the trail’s buffer. Only hand-clearing within the buffers should be permitted at any time. Responsibility for the maintenance of the breaches and buffers should be clearly detailed in formal agreements. ֎ Breaches The number and width of breaches should be minimized. The original location of the trail should be restored within the breach, using materials that mimic the historic trail surface. In this manner the breached section will be connected to the original trail on either side. Review of planned breaches by the Council is recommended. Planners and developers are encouraged to request time on Council agendas for that purpose. Additionally, since many historic and ancient trails are still owned by the State of Hawai`i (see Appendix A), easements for the purpose of breaching trails may need to be purchased through the Board of Land and Laying hazardous obstructions within the trail tread and buffers, no matter how temporary, is an obviously unwise practice. Photo taken in Hualālai Resort 7 Version: 4/01/2020 ← This is the recommended breach surface treatment. It resembles the authentic historic surface while enabling road use. Photo taken in Waikoloa Resort ← The reddish, smooth cobblestone appearance of this surface treatment is artificial and does not resemble any historic Hawaiian trail surface. Photo taken in Waikoloa Resort Natural Resources. Again, consulting with NAH early will prevent misunderstandings, premature expenditures, and potentially costly delays. ֎ Treatments Outside of Buffers Surroundings immediately adjacent to trail buffers greatly influence the trail experience. When trails are near the shoreline, structures (including walls and fences) ma kai (seaward) of the trails are discouraged to protect view planes and the historic ambiance. In some locations the natural lava “skin” may be the best choice if earth moving equipment has not already damaged the natural lava surface. 8 Version: 4/01/2020 Property pins (especially if set in concrete) that denote parcel boundaries, impact the aesthetic appearance, diminish the integrity of historic sites, and are a potential safety hazard. It is recommended (and is allowed under contemporary surveying practices) to place an offset “witness post,” at a nominal distance away from the actual boundary corner and indicate on the official survey map record, the distance and angle that the actual corner is located, away from the offset “witness post.” This practice meets the legal requirements of identifying the property corner, as well as protecting the integrity of the historic site.” Spray paint used to mark a property boundary in the historic trail’s kerbing. This is defacing of a historic site in a National Park. → Photo taken in Kauleolī, South Kona Photo taken in 49 Black Sand Beach Subdivision Plant surveys done prior to the area’s development can help to identify naturally occurring plants, including plants that were historically in the area. Council members may be able to suggest resource people and sources for native plant materials. ֎ Adjacent Historic, Cultural & Natural Sites and Interpretive Signs Opening a trail to public use can potentially impact sensitive historic, cultural and natural sites adjacent to the trail. State Historic Preservation Division (SHPD) will often require preservation plans showing how potential impacts of public use will be mitigated. In addition impacts to native Hawaiian customary and traditional rights and practices, and the alleviation of those impacts need to be addressed in trail management. Burials require special protection. Hawai`i Island’s Burial Council (through SHPD) should be consulted for guidance. Certain cultural and natural sites may need to be closed to the public. It is recommended that those concerns be brought to the Council for recommendations and referrals. It is essential to educate people about the significance of and proper behavior around trails and sensitive sites nearby. Signage can be effective in this regard. Interpretive signage planned for trails and adjacent sites should be reviewed by the Council and SHPD if historic sites are present. 9 Version: 4/01/2020 Signage should be maintained, attractive and not confusing. Check if standardized signage has been adopted for the particular area. Photo taken in Hualālai Resort Signage clutter should be avoided. Photo taken at `Ōhai`ula Beach Consolidated signage on one sign post is recommended. Photo taken at Paniau in Puakō 10 Version: 4/01/2020 ֎ Public Access Management Historic Hawaiian trails are a special case because traditionally those trails were in use 24 hours/day. The Council supports continuing that practice for historic trails and routes that (1) are connected to a public road or other historic trails or (2) lead to or follow the shoreline. The Council recognizes that situations may arise in which control of public access is necessary. NAH can assist with balancing security, resource protection, etc. concerns with community access needs. ֎ How to Contact the Hawai`i Island NAH Program and NAH Advisory Council The Division of Forestry and Wildlife - Nā Ala Hele office can be reached at (808) 974-4221. This contact can connect you to whoever is the current chairperson of the NAH Advisory Council. You can request to be on the agenda for the Council’s public meetings. ֎ Links to Relevant Laws ● HRS Chapter 198D is the law that governs the Nā Ala Hele Program. It was first established in 1988. https://www.capitol.hawaii.gov/hrscurrent/Vol03_Ch0121-0200D/HRS0198D/ ● HRS Chapter 6E is Hawai`i’s Historic Preservation Law. https://www.capitol.hawaii.gov/hrscurrent/Vol01_Ch0001-0042F/HRS0006E/ ● “Ancient, Historic, and Old Government Trails and Roads in Hawaii: A Summary of Pertinent Law” https://dlnr.hawaii.gov/recreation/files/2013/09/Highways-Act-Summary.pdf ● For more information on Section 106 Reviews see: 36 CFR PART 800 – PROTECTION OF HISTORIC PROPERTIES: Section 106 Reviews: https://www.achp.gov/protecting-historic-properties/section-106-process/introduction-section-106 Ancient, Historic, and Old Government Trails and Roads in Hawaii A Summary of Pertinent Law Hawaii, unlike any other State in the U.S., was originally a sovereign nation - a kingdom. There were certain preexisting laws that were passed on and incorporated into what became laws of the U.S. Territory, and then ultimately, of the State. In relation to trails, the following two citations describe the legal tools used by the Na Ala Hele Program to identify and possibly claim public ownership of specific features: The Highways Act of 1892 In October of 1892, Queen Liliuokalani approved law that determined that the ownership of all public highways and the land, real estate and property of the same, shall be in the Hawaiian Government in fee simple. The definition of public highway includes all existing trails at the time “or hereafter opened, laid out or built by the Government, or by private parties, and dedicated or abandoned to the public as a highway, are hereby declared to be public highways.” Furthermore, “All public highways once established shall continue until abandoned by due process of law”. Chapter 264-1(b), Hawaii Revised Statutes (HRS) The following HRS furthers the intent of the Highways Act: All trails, and other nonvehicular rights-of-way in the State declared to be public rights-of-way by the Highways Act of 1892, or opened, laid out, or built by the government or otherwise created or vested as nonvehicular public rights of way at any time hereafter, or in the future, are declared to be public trails. A public trail is under the jurisdiction of the State Board of Land and Natural Resources - unless it was created by or dedicated to a particular county, in which case it shall be under the jurisdiction of that county. All State trails once established shall continue until lawfully disposed of pursuant to Chapter 171, HRS. What this means If the State can document the existence of a trail prior to 1892, and the feature has not been disposed of pursuant to Chapter 171, the State may claim the trail. This applies even if the trail does not currently exist on the ground physically - in many instances trail sections have been destroyed over time due to various land uses or natural process. While a landowner may not adversely possess State land, the burden of proof is upon the State to document ownership. This can be adverse to adjacent private landowners, and may create the necessity for legal action. Prior to promotion for public use, a necessary (and sometimes costly) step is to reconcile the historic documentation with an on-the-ground metes and bounds survey. APPENDIX A It is imperative to confirm that the identified trail is the same alignment that was originally in existence prior to 1892. Trail routes can migrate over time for numerous reasons, creating legal challenges to the application of the laws cited above. Other necessary steps include the creation of a cultural survey and management plan, and then establishing a trail restoration, maintenance and signage program. From:Kara Nispel To:Planning Internet Mail Subject:Waikoloa Green LLC request to change zone Date:Friday, February 13, 2026 4:24:09 PM To whom it may concern, This 'development' is intentionally vague and goes against everything we here in Waikoloastand for. Nana Kai will provide plenty of housing. We don't have the water infrastructure to support 'some' additional housing. They are not even saying how many. What we need is lawenforcement and a second full time two-lane road in and out of Waikoloa. There are far too many people here that an evacuation, if needed, would cause mass chaos. Please reject thischange of zone application. I tried using the link in the email, but it denies access. Kara Nispel From:Nhumey Tropp To:Planning Internet Mail Subject:NO TO Waikōloa Green LLC who has submitted to the County Planning Department an application for zoning change Date:Tuesday, March 3, 2026 8:22:34 AM WE VOTE NO TO Waikōloa Green LLC who has submitted to the CountyPlanning Department an application for zoningchange WHERE IS THE WATER RIGHTS TO SERVE THESE NEW HOUSES???? NO!!!!! Nhumey Tropp & William KeihnWaikoloa, HI From:Robert Gerard To:Planning Internet Mail Subject:State Land Use Boundary Amendment Application PL-SLU-2026-000016 Request Date:Wednesday, March 4, 2026 11:39:22 AM I have a couple of immediate comments regarding this request. 1. There is insufficient water supply to support 400 family residential units and 275 agricultural lots from the existing source (Hawaii Water Service). New on-site wells would need to be drilled to ensure sufficient water for Waikoloa Greens. No account has been taken of the impact of the ongoing developments at the north end of Paniolo Drive and west of the subject parcel, including 2 hotels adjacent to Waikoloa Plaza) and the ensuing infrastructure demands. Further water and sewer demands will be placed on existing infrastructure by developments that have already been approved at Waikoloa Resort. 2. Currently available roads are insufficient to support large-scale community traffic and emergency evacuation needs. Construction of 400 new multi-family units at the single main Waikoloa community access point (at the intersection of Waikoloa Road and Pua Melia) would further exacerbate this problem. Robert Gerard 68-3775 Kokee Place Waikoloa, HI 96738 Sent from my iPhone From:Cortney Ruess To:Planning Internet Mail Subject:Waikoloa Green LLC Zoning opposition Date:Thursday, March 12, 2026 5:18:37 PM Aloha, As a resident and home owner here in the village, I am opposed to the zoning change that was submitted by waikoloa green llc and wanted to submit comments before March 13th. We need a daily, usable, two lane, second access road built in and out of the village before we add more infrastructure. Please address this huge issue that the residents of the village have been trying to fight for, for so many years as we continue to watch more infrastructure approved without another additional road plan. Please do not approve more residential and more hotels until a second road is added for all of the residents safety Thank you, Cortney From:Leila Sackfield To:Planning Internet Mail Subject:Concerned homeowner Waikoloa Date:Thursday, March 12, 2026 6:03:52 PM Dear Planning Commission Members, I am writing as a concerned Waikoloa Village homeowner regarding the zoning change request submitted by Waikoloa Green LLC for Tax Map Key (3) 6-8-002-016 in South Kohala. Like many people in our community, I understand the need for additional housing on Hawaiʻi Island and I also understand the need for the growth in Waikoloa Village to be done thoughtfully. I am concerned that approving this zoning change before key infrastructure improvements are in place could create serious challenges for residents who already live here. At present, Waikoloa Village relies almost entirely on a single roadway, Waikoloa Road, for daily access in and out of the community. During peak commuting hours, traffic on this road is already becoming increasingly congested, and it is not uncommon for significant delays to occur. With several developments already underway in the area, adding significant additional housing without improving road capacity and other essential infrastructure will further strain this important route. While there is a dirt fire access road on my street, it does not function as a realistic option for everyday travel. What our community really needs is a safe and reliable second access road that residents can use regularly. A fully functional secondary route would help distribute traffic more evenly, reduce pressure on Waikoloa Road, provide greater emergency access. Safety should be at the forefront of every decision. Good planning means making sure that infrastructure keeps pace with growth. Before approving this zoning change, Adequate water and power sources, fire safety and roadway access concerns must be researched. I hope the County will ensure that there is a clear and realistic plan to address all of this before any additional development is approved. Waikoloa Village is a special community, and careful planning will help ensure it grows in a way that allows residents to be safe and enjoy the wonderful quality of life all who call it home experience now and hope for the future. Thank you for your time and for considering the concerns of the residents. Sincerely, Leila Sackfield 68-1720 Hulu St Waikoloa Sent from my iPhone From:Melinda Menchetti To:Planning Internet Mail Subject:Waikoloa Green LLC Date:Thursday, March 12, 2026 5:19:24 PM Attachments:image.png Melinda Menchetti 68-1855 Kehela PlWaikoloa, HI 96738 To Whom It May Concern: I am writing regarding the zoning change request submitted by Waikoloa Green LLC for Tax Map Key (3) 6-8-002:016 in South Kohala, Hawai'i. I respectfully request that this zoninA ctiani:ie not be approved unless adequate infrastructure improvements are planned and secured to support the additional traffic and population this development would bring. Waikoloa Village currently relies on a single, one-lane roadway -Waikolo.i Ro.id - for daily .iccess in and out of the village. During peak morning and afternoon commute hours, traffic on Waikoloa Road is already becoming heavy and often slow- movinQ. With several new developments already underway In the area. approvin!l additional housin!l wilhout Improving roadway capacttv will further Increase congestion and place additional strain on an already limited transportation route. While there Is currently a dirt fire access road, it does not function as a usable daily route for residents. What Walkoloa Village needs is a fully functional secondary access road that can be used on a regular basis, allowinii traffic to be distributed more evenly and reducing the growing congestion on Walkoloa Road. Responsible plannlnQ requires that Infrastructure Improvements precede major development approvals. Growth should follow Infrastructure. not the other way around. f'.pprovlng large developments before transportation capacity Is addressed can create long-term traffic problems for both current and future residents. A second fully operational road would not only help reduce daitv congestion but would also provide additional nexibililV during accidents, road dosures, or other unexpected events when traffic on Waikoloa Road becomes backed up. Even routine incidents on a single-access road can quid<ly affect the entire community. I understand the need for additional housing on Hawai'i Island and would welcome thOUQhtful development in Waikotoa VillaQe. However, it is important that the county ensure the necessary infrastructure is in place to support that s:irowth. At a minimum, this should indUde a comprehensive traffic and infrastructure plan that addresses how addition.ii traffic will be accommodated before this zoning change is approved. Ensuring that infrastructure is properly planned in advance wm allow Waikoloa Vlllaiie to iirow in a way that is sustainable and manaQeable for both existinQ residents and Mure homeowners. Thank you for your time and consideration. From:Michelle S To:Planning Internet Mail Subject:Waikoloa Green LLC - Zone Application (PL-REZ-2026-000096) Date:Thursday, March 12, 2026 4:39:04 PM To Whom It May Concern: I am writing regarding the zoning change request submitted by Waikoloa Green LLC for TaxMap Key (3) 6-8-002:016 in South Kohala, Hawaiʻi. I respectfully request that this zoning change not be approved unless adequateinfrastructure improvements are planned and secured to support the additional trafficand population this development would bring. Waikoloa Village currently relies on a single, one-lane roadway — Waikoloa Road — fordaily access in and out of the village. During peak morning and afternoon commute hours,traffic on Waikoloa Road is already becoming heavy and often slow-moving. With several new developments already underway in the area, approving additional housing withoutimproving roadway capacity will further increase congestion and place additional strain on an already limited transportation route. While there is currently a dirt fire access road, it does not function as a usable daily route for residents. What Waikoloa Village needs is a fully functional secondary access road that canbe used on a regular basis, allowing traffic to be distributed more evenly and reducing the growing congestion on Waikoloa Road. Responsible planning requires that infrastructure improvements precede majordevelopment approvals. Growth should follow infrastructure, not the other way around.Approving large developments before transportation capacity is addressed can create long- term traffic problems for both current and future residents. A second fully operational road would not only help reduce daily congestion but would also provide additional flexibility during accidents, road closures, or other unexpected events whentraffic on Waikoloa Road becomes backed up. Even routine incidents on a single-access road can quickly affect the entire community. I understand the need for additional housing on Hawaiʻi Island and would welcome thoughtful development in Waikoloa Village. However, it is important that the County ensure thenecessary infrastructure is in place to support that growth. At a minimum, this should include a comprehensive traffic and infrastructure plan that addresses how additional traffic willbe accommodated before this zoning change is approved. Ensuring that infrastructure is properly planned in advance will allow Waikoloa Village togrow in a way that is sustainable and manageable for both existing residents and future homeowners. Thank you for your time and consideration. Michelle R. Stefanik68-1781 Puu Nui St. Waikoloa, HI 96738 808-430-3852 From:erin noordhoff To:Planning Internet Mail Subject:Waikoloa Village Planning Date:Thursday, March 12, 2026 11:02:24 AM I am OPPOSED to the following: Request: Agricultural to Urban for State Land Use Boundary Amendment Application (PL SLU-2026-000016) Request: Agricultural to Urban for a 14.868-Acre Portion of the 716.63-Acre Parcel of Land Change of Zone Application (PL-REZ-2026-000096) Request: Open & Residential Agricultural-1 Acre (RA-1a) to Multiple-Family Residential-1,500 Square Feet (RM-1.5), Family Agricultural-1 Acre (FA-1a), Agricultural-10 Acre (A-10a), Agricultural-5 Acre (A- 5a), and Open Zoning Districts for 716.63 Acres of Land Applicant: Waikōloa Green LLC Until there is a second road out of Waikoloa Village, the infrastructure cannot support further development. Mahalo piha, Erin M. Williams 68-1706 Ho'ona Pl. Waikoloa HI 96738 Subject: Zoning change Date: Friday, March 13, 2026 1:17:03 PM From: Sharon Yamada To: Planning Internet Mail To whom it may concern, This letter is in regards to the zoning change in Waikoloa Village. We would like the land across from the stables to be left agricultural rather than urban since we don’t have enough roads in and out of the village. Presently, Waikoloa Rd is the only regular road. With the growing population, it’s important to think about the safety and future of the residents of Waikoloa. A few years ago we had to evacuate due to a brush fire. The traffic was already very bad at that time. If more residents move in and there is another major brush fire it will be worse than what happened in Lahaina. In their case some were able to escape to the ocean and they still had many casualties. I don’t want to even imagine what would happen in our situation with even more residents and only one way out. It is best to plan on building more roads in and out of the village for daily use. If a builder wants to build houses or multi family units, they should be required to build a road in and out of the village first. There should be better planning for emergencies. Mahalo, Akira and Sharon Yamada Sent from my iPad Subject: Waikoloa green Date: Friday, March 13, 2026 11:54:12 AM From: Ava Vaughn To: Planning Internet Mail I am writing regarding Waikoloa green LLC, Tax key map (3)6-8002:016 S Kohala HI I am against the zoning change submitted by Waikoloa green, and strongly against the building of more multi family units in Waikoloa at this time. Waikoloa has a rapidly growing population with a large fire risk. It is important that a new road be built to accommodate the safe exit of all residents. We are a Lahina waiting to happen, and it is unconscionable to continue development unchecked without keeping up with the infrastructure needed for safety. Please do not take part in allowing uncontrolled growth and development in this area.Do not allow this zoning change. Thank you, Ava Vaughn Waikoloa Village Subject: Waikoloa Green Zoning app Date: Friday, March 13, 2026 4:25:15 PM From: Carolyn Manero To: Planning Internet Mail Writing to express concern re: adding another housing complex in Waikoloa without written agreement from contractor to ensure that the necessary infrastructure will be provided at their cost prior to or as an addendum to the zoning application request. Let’s not have the same issues as previously where the infrastructure build out becomes a county expense rather than the builder’s (i.e. second road out). Thank you for your consideration. Carolyn Manero Sent from my iPhone Subject: Waikoloa Green LLC proposal fro rezoning in Waikoloa Village Date: Friday, March 13, 2026 4:01:03 PM From: Emily T Gail To: Planning Internet Mail I would like to share my opposition to the rezoning of the area to accommodate the Waikoloa Green LLC proposal for a new development in Waikoloa Village across from Waikoloa Stables. My understanding is they want to build several hundred homes, build a solar field and offer lots for building. Respectfully submitted. Emily T Gail emilytgail@gmail.com 808 896-6780 Subject: Zoning change Tax Key Map (3) 6-8-002:016 Date: Friday, March 13, 2026 4:50:33 PM From: Grady G To: Planning Internet Mail Aloha, Please DO NOT change the zoning in Waikoloa Village. As is, we cannot properly support with the current lacking infrastructure, while over 2 dozen homes have already been built in the "NEW" Waikoloa. Our elementary school has been so overcrowded for so long that residents have been forced to homeschool. Just one of the many major issues. Has there been any impact assessment done to our community? I would bet not! And at the minimum this should be done BEFORE any decisions are made. Been a resident almost 40 years in the village and have seen and experienced the results of poor planning done. Please do not add any more problems to our small community, got enough to deal with already! Mahalo, Grady Virus-free.www.avg.com Subject: Zoning change concerns Date: Friday, March 13, 2026 1:01:01 PM From: Karla Noel To: Planning Internet Mail Cc: Me Subject: Zoning change concerns To Whom It May Concern: I am writing regarding the zoning change request submitted by Waikoloa Green LLC for Tax Map Key (3) 6-8-002:016 in South Kohala, Hawaii. I respectfully request that this zoning change not be approved unless adequate infrastructure improvements are planned and secured to support the additional traffic and population this development would bring. Waikoloa Village currently relies on a single, one-lane roadway - Waikoloa Road - for daily access in and out of the village. During peak morning and afternoon commute hours, traffic on Walkoloa Road is already becoming heavy and often slow-moving. With several new developments already underway in the area, approving additional housing without improving roadway capacity will further increase congestion and place additional strain on an already limited transportation route. While there is currently a one lane fire access road, it does not function as a usable daily route for residents. What Waikola Village needs is a fully functional secondary access road that can be used on a regular basis, allowing traffic to be distributed more evenly and reducing the growing congestion on Waikoloa Road. Additionally, adding more homes to a strained water supply will also harm the tenuous infrastructure we already have here. Despite this recent rainfall, we have continued to be in drought conditions and adding more homes w/o more water sources will strain our supply. Moreover—based on the more recent housing development to the edge of the ’new’ Waikoloa plaza, there was not great planning for handling rain runoff. The flooding which already occurred onto our sole road, Waikoloa Road, with the ground changes had the overflow flooding that road over a foot high. Adding another development without thoughtful intention of how it might change the landscape further and possibly increase flooding risks to that one road or into the access point of Paniolo and Waikoloa Road would be negligent actions on behalf of this board. Responsible planning requires that infrastructure improvements come before major development approvals. Growth should follow infrastructure, not the other way around. Approving large developments before transportation capacity and water capabilities are addressed can create long-term traffic problems for both current and future residents and long term water supply issues for all. A second fully operational road would not only help reduce daily congestion but would also provide additional flexibility during accidents, road closures, or other unexpected events when traffic on Waikola Road becomes backed up. Even routine incidents on a single-access road can quickly affect the entire community. I understand the need for additional housing on Hawaii Island and would welcome thoughtful development in Waikola Village. However, it is important that the County ensure the necessary infrastructure is in place to support that growth. At a minimum, this should include a comprehensive traffic and overall infrastructure plan that addresses how additional traffic, water supply, and flooding pathways will be accommodated before this zoning change is approved. Ensuring that infrastructure is properly planned in advance will allow Waikoloa Village to grow in a way that is sustainable and manageable for both existing residents and future homeowners. Thank you for your time and consideration. Sincerely, Karla Noel MD, FAAFP Waikoloa resident Subject: More housing? Date: Friday, March 13, 2026 5:38:24 AM From: Mona Peck To: Planning Internet Mail Aloha I have lived in Waikoloa Village since 2011. Since that time our roads are becoming crowded because of the one road in and out of the Village. Our small community can not afford more building of apartments and homes and deal with the increased traffic and people clogging our roads. We already know what it is like to evacuate due to fire. With more residents here, we will all burn up while waiting to exit this place for safety. Stop trying to make money off of our limited resources. Stop the building of more roads with no outlets to our limited ”highways” of access out! Stop thinking of money and think of the welfare of its residents. Blood will be on your hands if we have to evacuate once again! Think smarter! Mona Peck Sent from my iPhone Mona Peck,CMP, M-Th CORP Certified Music Practitioner, Music-Thanatologist, Chalice of Repose Project 68-3648 Haena St. Waikoloa, HI 96738-5447 (808)679-9922 www.monamusic.com From:Patty Walker To:Planning Internet Mail Subject:Stop Zoning Change in Waikoloa Village Date:Friday, March 13, 2026 5:18:44 AM I am writing to express my concerns about the zoning change request submitted by Waikoloa Green LLC for Tax Map Key (3) 6-8-002:016 in South Kohala, Hawaii. At this time Waikoloa Village is limited to one road in and out of the village for all residentsand visitors. I strongly believe there should not be any more additional growth in theWaikoloa Village area until a second road in and out of the village is established and inuse daily. I am grateful for the new traffic light at Waikoloa Road and Paniolo Avenue. The addition of the traffic light has made the only intersection exiting Waikoloa Village safer. However, giventhat is the only way in or out of the village on a daily basis, I can not imagine adding any additional traffic to the area until we have a second road in and out of the village. I have experience evacuating the village and having the Hulu exit is helpful in emergencysituations. What you may not realize is there are many other times a second access is necessary. We have had road closures for hours when there have been fatal accidents on theonly road in or out of the village. When this happens we need to take a 45 minute detour through Waimea or Kona to gain access to other parts of the island. Adding more traffic to theONE ROAD on a daily basis is only going to increase the odds of more accidents. Please take the responsible action of adding an additional road for daily access in and out of Waikoloa Village before adding more people to the area. Respectfully,Patty Walker Resident on Kimo Nui Street, Waikoloa Village, HI Subject: Waikoloa Village Stables proposed zoning changes Date: Friday, March 13, 2026 5:46:19 AM From: chancy grace To: Planning Internet Mail Kindly consider… No more zoning changes to build MORE residential housing until we get safer access roads and adequately prepare our beautiful community for this growth. Require developers to pay for safe emergency evacuation options (roads) and other amenities for our community. Developers build, make their money, and leave. The traffic is already heavy, and will only get worse as numbers of residents increase. I already often have to wait 10 minutes or more to pull out from my condo onto Waikoloa rd, not just during rush hours. Accidents and fatalities on Waikoloa Road are already at unacceptable levels. DO NOT LET WHAT HAPPENED ON MAUI HAPPEN HERE!!! Please be responsible and put our safety first. Growth is going to happen, and of course, our people need housing. But, we need to carefully plan for this rapid growth! I hope you make the hard, but responsible decisions, to choose to protect our safety over profit. You won’t regret it. Susan Grace, MSW, LICSW-A PANIOLO GREENS Sent from my iPhone PO Box 421 Honokaa, HI 96727 (808) 333-3391 June 5, 2026 Jeffrey Darrow, Planning Director County of Hawaiʻi, Planning Department 101 Pauahi Street, Suite 3 Hilo, Hawaiʻi 96720 Subject: Agency Comment Responses State Land Use Boundary Amendment Application (PL-SLU-2026-000016) and Change of Zone Application (PL-REZ-2026-000096) Applicant: Waikoloa Green LLC TMK: (3) 6-8-002:016, South Kohala, Hawaiʻi Location: Waikolōa, South Kohala, Hawaiʻi Island Dear Director Darrow: The following responses are provided on behalf of Waikoloa Green LLC (the “Applicant”) to the agency comments received in connection with the above-referenced State Land Use Boundary Amendment (SLUBA) and Change of Zone (COZ) applications. Comments are addressed in the order in which they were received. The Applicant thanks each commenting agency for its thorough review and remains committed to working cooperatively with all agencies through the approval process and subsequent development phases. 1. HAWAIʻI DEPARTMENT OF TRANSPORTATION, HIGHWAYS DIVISION (February 17, 2026) Summary of Comment: HDOT Highways indicated that it has no comments on the applications. Applicant’s Response: The Applicant acknowledges HDOT Highways’ response and appreciates the Division’s review of the applications. 2. STATE DEPARTMENT OF HEALTH — DISTRICT ENVIRONMENTAL HEALTH PROGRAM (February 18, 2026) Summary of Comment: The Department of Health (DOH), through its District Environmental Health Program Chief, transmitted standard multi-branch comments covering the Clean Air Branch, Clean Water Branch, Hazard Evaluation & Emergency Response Office (HEER), Indoor and Radiological Health Branch, Safe Drinking Water Branch, Solid & Hazardous Waste Branch, Wastewater Branch, and Sanitation. DOH noted that agencies and project owners are responsible for complying with all applicable standard comments and obtaining required permits before commencement of any work. Applicant’s Response: The Applicant acknowledges DOH’s comments in their entirety and commits to complying with all applicable state environmental health laws, rules, and standard comments. Responses to each branch are provided below. ■ Clean Air Branch (HAR Chapters 11-59 and 11-60.1) The Applicant will comply with all applicable requirements of HAR Chapters 11-59 and 11- 60.1. A dust control management plan will be developed and implemented prior to commencement of any ground-disturbing activities. The plan will identify and mitigate all activities with potential to generate airborne and visible fugitive dust, and will establish appropriate buffer zones near existing residences, public roads, and other sensitive receptors. ■ Clean Water Branch (HAR Chapters 11-53, 11-54, 11-55) The Applicant will comply with all applicable requirements of HAR Chapters 11-53, 11-54, and 11-55, including any applicable National Pollutant Discharge Elimination System (NPDES) permit requirements for construction stormwater. Appropriate best management practices will be incorporated during construction. ■ Hazard Evaluation & Emergency Response Office (HEER) The Applicant acknowledges the HEER Office’s comment regarding Phase I and Phase II Environmental Site Assessments. The site has no documented history of commercial sugar or pineapple cultivation. The Applicant will conduct any additional environmental investigations required by HEER and will obtain all necessary permits prior to commencement of development. ■ Indoor and Radiological Health Branch The Applicant will comply with all applicable requirements of HAR Chapters 11-39, 11-45, 11- 46, 11-501, 11-502, 11-503, and 11-504. Construction noise levels will be managed to comply with the maximum permissible sound levels established under HAR Chapter 11-46. Should any renovation or demolition activities involve potential asbestos-containing materials, the Applicant will contact the Asbestos and Lead Section of the Branch prior to commencement of such activities. ■ Safe Drinking Water Branch The Applicant will comply with all applicable requirements of HAR Chapters 11-19, 11-20, 11- 21, 11-23, 11-23A, and 11-25, including all public water system, Underground Injection Control, and groundwater and source water protection requirements. Please refer to the Department of Water Supply’s comments and the Applicant’s response in Section 4 below for additional discussion of the project’s water supply. ■ Solid & Hazardous Waste Branch The Applicant will comply with all applicable state regulations governing hazardous waste (HAR Chapters 11-260.1 through 11-279.1), solid waste (HRS Chapters 342G, 342H, and 342I; HAR Chapters 11-58.1 and 11-282), and underground storage tank systems (HAR Chapter 11- 280.1). Proper waste prevention, reuse, recycling, and disposal will be incorporated throughout all project phases. Any unknown underground tanks identified during construction will be addressed in accordance with HAR Chapter 11-280.1. ■ Wastewater Branch The multi-family residential (RM-1.5) development will be connected to the Hawaii Water Service sewer system in accordance with applicable requirements. For areas of the project outside the sewer service area, on-site sewage disposal systems (OSDS) will be designed and installed in full compliance with HAR Chapter 11-62. No new cesspools will be constructed; all new OSDS will utilize approved aerobic or conventional septic systems, consistent with the State of Hawaiʻi cesspool conversion requirements. The Applicant will coordinate directly with the Wastewater Branch as required. ■ Sanitation / Local DOH The Applicant acknowledges the requirements of HAR §11-26-35 regarding rodent inspection and eradication prior to demolition or clearing of any structures. A demolition permit will be obtained prior to any such activities, and any required rodent eradication will be completed before clearing commences. 3. OFFICE OF PLANNING AND SUSTAINABLE DEVELOPMENT (March 4, 2026) Summary of Comment: OPSD provided four comments: (1) recommending confirmation that the 14.868-acre SLUBA area includes any access road to the property; (2) noting that county zoning must conform to SLUD designations and raising concerns about unfarmed agricultural subdivision lots similar to the Paradise Park subdivision in Puna; (3) recommending that the conceptual master plan cluster dwellings to reduce footprint, that open areas and trails extend and connect to Waikoloa Village, and that public transit connectivity be explored; and (4) recommending that the entire project consider alternative options to provide more affordable housing and prioritize full-time residents. Comment 1 — SLUBA Boundary / Access Road: The Applicant confirms that the 14.868-acre SLUBA area is configured to encompass the proposed multi-family residential development and its associated internal infrastructure. Primary access to the RM-1.5 area is provided via Pua Melia Street, a public road already within the State Land Use Urban District; accordingly, the access road does not require Urban District designation. Comment 2 — SLUD / County Zoning Conformance and Agricultural Lot Concerns: The Applicant acknowledges that county zoning must conform to State Land Use District designations. The proposed county zoning districts—RM-1.5 on the Urban SLUD portion, and FA-1a, A-10a, A-5a, and Open on the Agricultural SLUD remainder—are designed to be consistent with the underlying State Land Use classifications and OPSD’s conformance requirement. The Applicant is aware of the challenges observed in some agricultural subdivisions such as HPP. The Waikoloa Green agricultural component has been specifically designed to support active farming through the inclusion of a food hub and farmer’s market, which creates an on-site economic anchor and market for farm products. The dry, leeward South Kohala environment is well-suited to orchard crops, livestock, and specialty dryland agriculture distinct from the Puna context. Comment 3 — Conceptual Master Plan (Clustering, Trails, Transit): The Applicant appreciates OPSD’s support for open areas and public trailways and agrees with all three recommendations. (a) Clustering: The multi-family development is consolidated on the 14.868-acre urban parcel—the densest, most transit-accessible location within the project— thereby concentrating the development footprint. Agricultural lots on the remainder of the parcel are arranged to preserve contiguous open space corridors. (b) Trail Connectivity: The project’s conceptual master plan incorporates open space with trailways and conservation areas. The Applicant agrees that trail connectivity should extend to and link with Waikoloa Village and will incorporate this objective into trail system design in consultation with the Waikoloa Dry Forest Initiative, South Kohala Community Development Plan Action Committee and the Planning Director, consistent with the South Kohala CDP’s recommendations for pedestrian connectivity in the region. (c) Public Transit: The Applicant will explore public transit connectivity options, including potential bus stop locations accessible from the project site, in coordination with applicable transit authorities. Comment 4 — Affordable Housing: The Applicant is directly responsive to South Kohala’s affordable housing needs. The entire proposed development will comply with all applicable County affordable housing requirements, and the Applicant is committed to maximizing the proportion of affordable and workforce units within the regulatory framework. In addition, the farm dwelling potential associated with the agricultural lots provides an accessible homeownership pathway in a region where affordable homeownership is extremely limited. The Applicant will continue to engage with the County and the community to identify additional affordable housing opportunities consistent with the project’s design and financing structure. 4. COUNTY OF HAWAIʻI DEPARTMENT OF WATER SUPPLY (March 6, 2026) Summary of Comment: DWS noted that the water system in the project area is privately owned and operated and set forth three conditions for subdivision approval: (1) provide a water system designed to deliver water at adequate pressure and volume under peak-flow and fire-flow conditions per prevailing Water System Standards and DWS Rules and Regulations, including distribution pipeline, fire hydrants, and service laterals; (2) submit construction plans to DWS for review and approval; and (3) pay a plan review fee of 0.4% of the estimated construction cost of the water system (minimum $50.00). Applicant’s Response: The Applicant acknowledges all three DWS conditions and agrees to comply in full. The water system in the Waikoloa project area is operated by Hawaiʻi Water Service Company (HWS), a private utility, which has provided a Will Serve Letter confirming its ability and willingness to serve the proposed project. The Applicant will ensure that the water system design meets all applicable Water System Standards and DWS Rules and Regulations, including adequate pressure, volume, and fire-flow requirements. Construction plans for the water system will be submitted to DWS for review and approval prior to commencement of construction for each applicable project phase. The plan review fee of 0.4% of estimated construction cost will be paid as required. The Applicant will coordinate directly with DWS and HWS throughout the design and permitting process. 5. HAWAIʻI POLICE DEPARTMENT (March 9, 2026) Summary of Comment: The Hawaiʻi Police Department (HPD) raised three traffic-related concerns: (a) the Phase 1 access road connecting to Pua Melia Street will materially impact traffic volumes at the Pua Melia Street / Waikoloa Road intersection and requires a signalized and improved intersection design, as vehicles headed west on Waikoloa Road have not yet decelerated to 25 mph at that point; (b) the Phase 3 access road connecting to Waikoloa Road is impractical due to existing road curvature, vehicle speeds, and site topography—it provides little to no visibility for approaching traffic and would require roadway widening, merge lanes, and speed limit reductions; and (c) the Traffic Impact Analysis Report (TIAR) does not adequately address these intersection and access concerns. Comment (a) — Phase 1 / Pua Melia Street Access: The Applicant thanks HPD for its detailed assessment of the Phase 1 access point. A Traffic Impact Analysis Report (TIAR) has been prepared for the project by Austin, Tsutsumi & Associates, Inc., one of Hawaiʻi’s leading traffic engineering firms. The TIAR evaluated the proposed Pua Melia Street intersection as unsignalized through full build out of the project and found that the intersection would operate at acceptable Levels of Service (LOS A&B) throughout the study period. Nevertheless, the updated TIAR will specifically address HPD’s concerns regarding the Pua Melia Street intersection, including an evaluation of the need for a signalized intersection, channelization, or other geometric improvements. All required intersection improvements at the Phase 1 / Pua Melia Street access will be designed and constructed to the satisfaction of DPW. Comment (b) — Phase 3 / Mauka Waikoloa Road Access: The Applicant acknowledges HPD’s assessment that the proposed Phase 3 / mauka Waikoloa Road access point presents challenges due to sight distance limitations, road curvature, and vehicle approach speeds. The Applicant has also received a comment from DPW Engineering (Section 7, Comment 8 below) requesting the relocation of the mauka access away from its current proximity to the curve. The project site plan will be revised to address both HPD’s and DPW’s concerns. Comment (c) — TIAR Adequacy: As required by DPW Engineering (Section 7, Comment 5 below), a revised and updated TIAR will be submitted prior to each phase of development. The revised TIAR will comprehensively address all intersection impacts, access configurations, and required improvements identified by DPW. The Applicant is committed to ongoing coordination with HPD’s South Kohala District Commander during the TIAR revision process. 6. DEPARTMENT OF LAND AND NATURAL RESOURCES (March 18, 2026) Summary of Comment: DLNR transmitted two agency responses: (a) Commission on Water Resource Management (CWRM), dated March 9, 2026, providing twenty checklist comments on water resource management, conservation, permits, and planning coordination; and (b) DLNR Engineering Division, dated March 11, 2026, advising that NFIP rules apply when development falls within a Special Flood Hazard Area and identifying DPW Engineering as the local NFIP coordinating agency. (a) Commission on Water Resource Management (CWRM) Planning Coordination (CWRM Item 1): The Applicant acknowledges CWRM’s recommendations to coordinate with DWS for the County Water Use and Development Plan update. Alternative and Reclaimed Water (CWRM Item 6): The Applicant will explore the use of reclaimed water and alternative water sources for non- potable applications, including landscape irrigation, where practicable and available. The Applicant will coordinate with DOH Wastewater Branch regarding reclaimed water availability and requirements. Water Source and Projected Demand (CWRM Items 19–20): The proposed source of water for the project is Hawaiʻi Water Service Company (HWS), a private utility currently operating in the Waikoloa area. HWS has provided a Will Serve Letter confirming its capacity and willingness to serve the project. Projected potable and non-potable water demands will be quantified and documented in connection with the subdivision approval process, and the Applicant will consult with DWS and HWS to confirm that system capacity is available to supply the project’s full build-out demand. (b) DLNR Engineering Division — NFIP / Flood Hazard The Applicant acknowledges the DLNR Engineering Division’s comment regarding NFIP requirements under 44 CFR. The project site is currently designated as Zone X on FEMA’s Flood Insurance Rate Maps, indicating the property is outside the 500-year Special Flood Hazard Area. The Applicant will coordinate with the County of Hawaiʻi Department of Public Works Engineering Division—the designated local NFIP coordinating agency—on all flood-related compliance matters. As discussed in Section 7 of this letter, a comprehensive drainage study will be prepared to address DPW Engineering’s specific flood and drainage concerns, and all local flood ordinance requirements will be met. Any more restrictive local standards will take precedence over minimum NFIP standards as required. 7. COUNTY OF HAWAIʻI DEPARTMENT OF PUBLIC WORKS, ENGINEERING DIVISION (May 11, 2026) Summary of Comment: DPW Engineering submitted eight comments: (1) compliance with HCC Chapter 10, Erosion and Sedimentary Control; (2) all development-generated runoff to be disposed of onsite and not directed to adjacent properties; (3) roads to be constructed within 50-foot or greater rights-of- way to county dedicable standards with curbs, gutters, and sidewalks where applicable; (4) although the site is designated Zone X, a recent flood study has identified flooding risks in the watershed and future drainage studies must address recommended improvements, including mitigation of downstream impacts; (5) a revised, updated TIAR and drainage report to be submitted prior to each phase of development; (6) improvements to the Auwaiakeakua Gulch bridge may be required as indicated by drainage studies or as directed by DPW, prior to each development phase; (7) improvements at impacted intersections, including channelization, signalization, or roundabouts at Waikoloa Road and Paniolo Drive, required if warranted by the TIAR prior to each phase; and (8) access limited to two points on Waikoloa Drive, with left-turn and merge lane improvements as recommended by TIAR, and relocation of the proposed mauka access on Waikoloa Drive away from its current proximity to the road’s curve. Comment 1 — Erosion and Sedimentary Control (HCC Chapter 10): The Applicant agrees to comply with all requirements of Hawaiʻi County Code Chapter 10, Erosion and Sedimentary Control. An erosion and sediment control plan will be prepared and submitted to DPW Engineering for review and approval prior to commencement of any ground- disturbing activities for each phase of development. Comment 2 — Onsite Runoff Disposal: The Applicant agrees that all development-generated runoff will be disposed of onsite in accordance with applicable County standards. The stormwater system will be designed using drywells, infiltration basins, or other DPW-approved infiltration methods. Comment 3 — Road Standards (50’+ ROW, Curb, Gutter, Sidewalk): The Applicant agrees that all internal project roads will be designed and constructed within rights-of-way of no less than 50 feet and will be built to county dedicable standards. Curbs, gutters, and sidewalks will be incorporated where applicable, consistent with the street section and zoning context. Construction plans will be submitted to DPW Engineering for review and approval prior to commencement of construction for each phase. Comment 4 — Flood Hazard Zone / Recent Flood Study / Drainage Study Required: The Applicant acknowledges DPW Engineering’s concern that recent watershed flood studies have identified flooding and flood risks in the project area notwithstanding the Zone X FIRM designation. A comprehensive drainage study will be prepared for the project, incorporating the findings of recent flood studies and DPW Engineering’s drainage standards. The study will evaluate downstream impacts on existing infrastructure, identify required drainage improvements, and incorporate appropriate mitigation measures. All recommended improvements will be designed and constructed to DPW Engineering’s approval. Comment 5 — Revised TIAR and Drainage Report Prior to Each Phase: The Applicant acknowledges DPW Engineering’s requirement for a revised and updated TIAR and drainage report prior to each phase of development. A draft TIAR has been prepared by Austin, Tsutsumi & Associates, Inc. The TIAR will be comprehensively revised to address the concerns raised by DPW Engineering and the Hawaiʻi Police Department (Section 5 above), and will be submitted to DPW for review and approval prior to commencement of each project phase. Comment 6 — Auwaiakeakua Gulch Bridge Improvements: The Applicant acknowledges that improvements to the Auwaiakeakua Gulch bridge may be required as a result of drainage study results. The required drainage study will specifically evaluate the impact of project-generated runoff on the Auwaiakeakua Gulch bridge and downstream infrastructure, and will identify and design any required improvements. Comment 7 — Intersection Improvements at Waikoloa Road / Paniolo Drive: The Applicant acknowledges DPW Engineering’s requirement for intersection improvements at Waikoloa Road and Paniolo Drive if warranted by the TIAR. The Applicant notes that while the Waikoloa Road / Paniolo Drive roundabout has been identified as a planned public improvement in the South Kohala Community Development Plan, a traffic signal has been installed at the intersection and may have alleviated immediate concerns. The revised TIAR, requested in comment 5, will evaluate the timing and scope of required improvements. The Applicant will pay fair-share contributions toward warranted intersection improvements as determined by the TIAR and DPW Engineering. Comment 8 — Access Points on Waikoloa Road (Two Maximum; Mauka Access Relocation): The Applicant acknowledges and accepts DPW Engineering’s requirement limiting the project to two access points on Waikoloa Road. The proposed mauka access point will be relocated away from its current proximity to the curve in Waikoloa Road to a location providing adequate sight distance and safe operational characteristics, to the satisfaction of DPW Engineering. Required improvements at both access points—including left-turn lanes, merge lanes, and any required signage or pavement markings—will be identified in the revised TIAR and incorporated into the project plans. The revised site plan and updated TIAR addressing this comment will be submitted to DPW Engineering for review and approval prior to commencement of the applicable phase of development. The Applicant also notes that this access configuration revision directly responds to the safety concerns raised by the Hawaiʻi Police Department (Section 5, Comment (b) above). The Applicant appreciates the opportunity to respond to the foregoing agency comments and thanks all commenting agencies for their thorough review of the project. The Applicant remains committed to working cooperatively with all agencies to address their concerns and to ensure that the Waikoloa Green development is designed, permitted, and constructed in full compliance with all applicable federal, state, and county requirements. Should you have any questions regarding the above responses or require any additional information, please do not hesitate to contact the undersigned. Respectfully submitted, JOHN PIPAN Planning Consultant Pipan Consulting LLC PO Box 421 Honokaa, HI 96727 (808) 333-3391 June 9, 2026 Jeffrey Darrow, Planning Director County of Hawaiʻi, Planning Department 101 Pauahi Street, Suite 3 Hilo, Hawaiʻi 96720 Subject: Nā Ala Hele Trail Comment Response State Land Use Boundary Amendment Application (PL-SLU-2026-000016) and Change of Zone Application (PL-REZ-2026-000096) Applicant: Waikoloa Green LLC TMK: (3) 6-8-002:016, South Kohala, Hawaiʻi Location: Waikolōa, South Kohala, Hawaiʻi Island Dear Director Darrow: The following responses are provided on behalf of Waikoloa Green LLC (the “Applicant”) to the agency comments received in connection with the above-referenced State Land Use Boundary Amendment (SLUBA) and Change of Zone (COZ) applications. Comments are addressed in the order in which they were received. The Applicant thanks each commenting agency for its thorough review and remains committed to working cooperatively with all agencies through the approval process and subsequent development phases. 1. DIVISION OF FORESTRY AND WILDLIFE, NĀ ALA HELE TRAIL AND ACCESS PROGRAM, STATE DEPARTMENT OF LAND AND NATURAL RESOURCES (June 5, 2026) Summary of Comment: Jackson Bauer, Hawaiʻi Island Nā Ala Hele Trail and Access Program Manager, submitted comments noting that the Puakō-Keʻāmuku Trail is a documented historic trail connecting the coastal villages of Puakō to the upland agricultural and forest lands of Waikōloa, with documented trail alignments in registered maps dating to 1885 and 1892. Mr. Bauer noted that the trail may be government-owned under the Highways Act of 1892 and that, with the project’s proposal to grow the Waikōloa Village community, the trail takes on added significance as a mauka-makai connection and public recreation corridor. While expressing support for the project’s general inclusion of a trail and open space corridor, Mr. Bauer noted that it is unclear whether the proposed open space corridor aligns with the actual historic trail alignment. Mr. Bauer made three recommendations: (1) confirm through archaeological and cultural mapping the exact alignment of the Puakō-Keʻāmuku Trail and consult with Nā Ala Hele staff to determine uncertain alignments; (2) in the subdivision process, subdivide the trail into a separate state-owned parcel consistent with the Treatment of Historic Trails guidance; and (3) in consultation with Nā Ala Hele staff, develop a Public Access Plan detailing the trail alignment, access provisions, network connections to adjacent trails, trailhead parking, construction and maintenance regimes, and interpretation features. Applicant’s Response: The Applicant thanks Mr. Bauer and the Nā Ala Hele Trail and Access Program for their thorough and constructive review and for their recognition of the project’s trail and open space corridor. The Applicant shares Nā Ala Hele’s interest in the proper preservation and documentation of the Puakō-Keʻāmuku Trail and commits to working cooperatively with the Program throughout the subdivision approval process to ensure the trail is appropriately protected. Responses to each recommendation are provided below. Recommendation 1 — Trail Alignment Confirmation: The Applicant acknowledges that the precise position and alignment of the Puakō-Keʻāmuku Trail through the project site remains uncertain. While the trail is documented in registered maps above and below the project area, its specific route across TMK (3) 6-8-002:016 has not been confirmed through on-the-ground archaeological or cultural investigation. The Applicant agrees to undertake the archaeological and cultural mapping necessary to determine the trail’s actual alignment and commits to consulting directly with Nā Ala Hele staff to assess and resolve any alignment uncertainties prior to final subdivision design. Recommendation 2 — Subdivision of Trail into Separate State-Owned Parcel: The Applicant acknowledges Nā Ala Hele’s recommendation regarding subdivision of the trail corridor into a separate state-owned parcel, consistent with the Treatment of Historic Trails guidance. The Applicant is committed to working with Nā Ala Hele and applicable State agencies, including DLNR, to achieve appropriate and durable preservation of the Puakō- Keʻāmuku Trail corridor, and respectfully submits that the perpetual conservation easement being structured with the Waikoloa Dry Forest Initiative (WDFI) may represent a viable and functionally equivalent alternative to subdivision into a state-owned parcel. Under a Letter of Intent for a Conservation Easement and Partnership Agreement (CEPA) executed between the Applicant and WDFI on May 22, 2026, approximately 111 acres of the project site, encompassing the open space corridor within which the Puakō-Keʻāmuku Trail is expected to be located, will be subject to a perpetual conservation easement dedicated to native habitat preservation, wildfire fuel management, and conservation purposes consistent with WDFI’s mission. Under the CEPA, WDFI will assume active stewardship responsibilities for the easement area, including trail maintenance for access purposes, vegetation management, and coordination with local land management authorities. A perpetual conservation easement over the trail corridor held by a qualified conservation organization with active management obligations would provide permanent legal protection for the trail, ensure ongoing stewardship, and preserve public access while avoiding the administrative and logistical complexities associated with transfer to state ownership. The Applicant is committed to consulting with Nā Ala Hele and DLNR on the appropriate preservation mechanism—whether state-owned parcel, conservation easement, or a combination of both. The precise parcel boundaries, easement extent, and configuration of any trail-related land dedications or easements will be determined following confirmation of the trail’s alignment as described under Recommendation 1. Recommendation 3 — Public Access Plan: The Applicant agrees that a comprehensive Public Access Plan is an appropriate and important component of the project’s trail planning and commits to developing such a Plan in direct consultation with Nā Ala Hele staff. The Public Access Plan will address the confirmed trail alignment, public access provisions, connections to adjacent trails and the broader Waikōloa community trail network, trailhead parking, construction and maintenance standards, interpretive features, and other matters identified by Nā Ala Hele. Preparation of the Public Access Plan will follow confirmation of the trail’s alignment and will be completed in coordination with the subdivision approval process and in consultation with WDFI and the South Kohala Community Development Plan Action Committee. The Applicant appreciates the opportunity to respond to Nā Ala Hele’s comments and thanks Mr. Bauer and the Program for their engagement with the project. The Applicant looks forward to working directly with Nā Ala Hele to confirm the alignment of the Puakō-Keʻāmuku Trail and to ensure that this significant historic resource is appropriately preserved and accessible to the community as the Waikoloa Green project proceeds. Should you have any questions regarding the above responses or require any additional information, please do not hesitate to contact the undersigned. Respectfully submitted, JOHN PIPAN Planning Consultant Pipan Consulting LLC