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COM 0687.060 2004-2006
w Harry Kim Christopher J• Yuen Mayor Director ~''+rf•;p ~w~+'• Brad Kurokawa, ASLA LEED®AP ~n~nt~ Of ~~t~Tr2ttt Deputy Director PLANNING DEPARTMENT lOl Pauahi Street, Suite 3 Hilo, Hawaii 96720-3043 (808) 961-8288 FAX (808)961-8742 r... 0 cr cra i1 ~ O r'~ ~ ~ August 11, 2006 F.., Stacy Higa, Chairman ~ and Members of the County Council ~ County of Hawaii - 25 Aupuni Street Hilo, HI 96720 Dear Chairman Higa and Council Members: Change of Zone Application (REZ OS-010) Applicant: Hiluhilu Development, LLC Request: Open and A-3a to Project District Tax Map Kew 7-2-5:1 As requested by your staff, enclosed are copies of the Final Traffic Impact Analysis Report (December 7, 2004) and Integrated Natural Cultural Resource Management Plan for the above-referenced application. We have also enclosed the disk containing the Final EIS for this project. Sincerely, VI~J ' 1 Y CHRISTOPHER J. YUEN ~ Planning Director Lhiluhilu02syw Enclosures Comm. No. ~ • Ref. To: Ref Uate .AUG 1 5 2006 Note: Docaaanents artd oa~act disk az+e txt file in the Clerk's Office. Hawai `i County is an Equa! Opportunity Provider and Employer. FILE COPY PETITIONER'S EXHIBIT N0.42 (revised 5/19/05) Integrated Natural Cultural Resource Management Plan (INCRMP) For Palamanui March 2005 INTRODUCTION/EXECUTIVE SUMMARY The Cultural Impact Study which was part of the Final Environmental Impact Statement for Palamanui identified the following as valued cultural, historical and natural resources within the Palamanui Petition Area: 1) Certain habitation and agricultural features; 2) Petroglyphs and trail segments; 3) Lava tube cave habitation features and caves with evidence of water collection practices; 4) Botanical resources important to Hawaiian practitioners, including a regenerating lama forest; and 5) Land forms and view planes of geographic features important to the Kekaha region. While the archaeological study of Dr. Robert Rechtman and the Guttural Impact Study of Maria Orr found that no one currently appears to be exercising traditional and customary Native Hawaiian rights on the property (Palamanui petition area), the consultants suggested specific measures for protection and management of these resources. This is consistent with reports in the Final Environmental Impact Statement and by petition reviewers. Petitioner Hiluhilu Development, LLC believes that the valued and important cultural places and resources identirfied above should be protected and managed. The resources and site features help to illustrate how earlier Hawaiian inhabitants adapted to this relatively harsh-looking lava environment. Without some preservation, protection and management, urbanization and total conversion of the property into contemporary residential and mixed use, these places and resources could be lost. hiluhilutrulassW]CRMPEx42 rev051905final 1 The implementation of this Integrated Natural Cultural Resources Management Plan (INCRMP) for Palamanui is a feasible way to protect the identified valued resources and places at Palamanui. PLAN i This Integrated Natural Cultural Resource Management Plan ("Plan") addresses preservation, mitigation, management and stewardship measures for the resources at Palamanui. i Implementation of the Plan is intended to protect and manage preservation areas and the important cultural places and practices in Palamanui. i The Plan will be updated as the component plans which are incorporated into it are revised. Components of this Plan will also be reviewed from time to time not less frequently than every two years and updated as needed. • Sources of Information for INCRMP. The INCRMP was prepared using information obtained through various technical studies that were done for Palamanui, contacts with kOpuna i and others knowledgeable about the Kekaha region, discussions with the University of Hawaii, background information acquired during the course of Hiluhilu Development, LLC's development of the Makalei Estates subdivision and field observations by members of the development team for Palamanui, and testimony before the State Land Use Commission during evidentiary hearings on the Hiluhilu Development, LLC's Petition for reclassification. , The technical studies included the Archaeological Inventory Survey of the Kau Development area (June 2003), Palamanui Civil Infrastructure (February 2004), Biological Reconnaissance, Land of Kau, North Kona, Hawaii (October 2003), Groundwater Resources of Kau, North Kona, Hawaii, A Water Study for Hiluhilu Development, LLC (June 2003), Hiluhilu Cave Fauna Survey (December 2003), and the Cultural Impact Study Hiluhilu Application Process Project Kau Ahupua'a Land of Kekaha (June 13, 2003 revised December 11, 2003). The Cultural Impact Study included historical research, oral interviews with kOpuna resources and a description of the interrelation between the natural archaeological sites and cultural practices. These technical studies were incorporated into the Final Environmental Impact Statement that was accepted by the State Land Use Commission in September, 2004. Some of the 6iluhilukxlass~Q~ICRMPEx42 rev051905fmal 2 ethnobotanical information on native Hawaiian plants and trees came from Beatrice Krauss' Plants in Hawaiian Culture. Based on that information, the resources that were identirfied as having valued cultural, historical and natural resources within Palamanui were: 1. Certain habitation and agricultural features that were identified as significant in the Archaeological Survey and recommended for preservation. 2. Petroglyphs and trail segments that were identified in the Archaeological Survey significant and recommended for preservation. 3. Lava tube cave habitation features and caves with evidence of water collection features determined to be archaeologically significant and those identified in the Cave Fauna Survey as biologically significant. 4. Botanical resources important to Hawaiian practitioners, including the lowland dry forest reserve area of 65+ acres. 5. Land forms and view planes of geographic features important to the Kekaha r region. The view in the vicinity of SHP site 23870 looking mauka and makai was especially noted. The vantage point allows sweeping views of the coastline in the area and the pu'us to the north and east • Guiding Principles. The INCRMP provides the means of reestablishing a stewardship ` ethic for future protection and use of cultural and natural resources of Palamanui. Management of cultural and natural resources must accommodate ongoing human activities, both traditional and contemporary while preserving significant cultural, natural resource and archaeological sites. An important part of this management process is to reestablish a stewardship ethic in the context of modern society. The guiding principles which can be used to reestablish a stewardship ethic can be found in the traditional ahupua'a system. The ahupua'a provided its tenants with almost all of the resources they needed. The land which now comprises Palamanui was once linked to coastal areas from which the tenants obtained fish and other food both from the ocean and fishponds. The tenants also farmed mauka land where rainfall was more abundant and gathered plants and n~i~n;mv~i~s~uac~r~az~osr9osr~~ 3 trees for food and shelter. In traveling over the land, they established trails and used caves for shelter. In these activities, the ancient Hawaiians developed a culture which placed high importance on responsibility to the land and unity. Responsibility to the land was expressed by the word kuleana. The underlying concept of kuleana was that everyone who used the land, whether a visitor, gatherer or farmer had an obligation to behave responsibly in the use of the land. Gathering activities were conducted so that the process would not destroy the resources. The concept of unity is expressed by the word ho'oku'ikahi. Ho'oku'ikahi expresses the belief that all resources of the land are interrelated and must be treated with respect by those who use it. The Hawaiians were able to live in areas such as Kekaha by recognizing that they could obtain food from the sea and could travel for miles over the extremely rugged lava to farms on the mauka slopes even where there were no apparent water sources. They did so by using lava tubes for shelter and by collecting water in some of the caves. Stewardship under the traditional Hawaiian uses related to the survival of the native tenants in a subsistence economy. For many residents today, the focus on the resources being preserved is from a cultural, historic, educational and recreational perspective. The focus of stewardship accordingly needs to change. Making habitation and water cave sites accessible to the public and reestablishing a pedestrian trail system on the land will enhance these resources for future generations and make it possible for everyone to appreciate the adaptability of the ancient Hawaiians to their environment. Preserving the lowland dry forest will allow present day residents and visitors to see the type of forest that the kahuna visRed in pre-contact times. Access to the valued natural resources involves resolving conflicting cultural values. Recognizing and honoring traditional gathering practices and preserving the traditional Hawaiian names must be reconciled with Western concepts of private property rights and exclusivity of use. In part, this can be reconciled by incorporating the preservation areas into the areas which will be accessible by the public. Palamanui will incorporate an extensive system of trails within the project. Those trails will serve a number of purposes, among them making preservation sites accessible to pedestrian access. hiluhiW4eclass~IIJCRMPEx42 tev051905£mal 4 The stewardship program needs to recognize the importance of the various persons involved in the use of the land acting in the spirit of unity. This includes landowners and tenants, but also includes visitors, University faculty and staff and the state and federal agencies involved in conservation and preservation efforts, especially those relating to native forests. The stewardship program also needs to recognize interrelationship of the remaining natural resources to broader natural ecosystems. The dry forest fragment in Palamanui is the remnant of a more extensive lowland forest and the program should coordinate with similar programs in Kona to mutual benefit. On a narrower perspective, the program also needs to recognize the interrelationship of the natural systems within Palamanui such as the function of the roots of the 'ohi'a lehua tree providing water and nutrients to the deep caves. While restoration of a native dryland forest is one of the goals, the stewardship ethic must also take into account that the natural ecosystems were not static. Precontact Hawaiians had a significant impact on these areas. One factor to consider is what level of restoration would be feasible and would be compatible with preserving the features associated with Hawaiian culture. The dry forest fragment in Palamanui also needs to be assessed in relationship to other dry forest areas in Kona. The stewardship program also needs to balance the benefit to be obtained by preservation and restoration efforts against the costs of those efforts. • Need for Stewardship. Implementation of the INCRMP will require active stewardship to maintain and upkeep the area's resources. In this context, the active relationship between people and the land's resources and the dynamic relationship among them are central to stewardship. At present, there are no active users of the land at Palamanui. The tradition of responsibility (kuleana) must be restored to preserve the resources for future generations. An important part of reestablishing the stewardship ethic is to educate residents and visitors about the ancient Hawaiian practices and how the Hawaiians used the land with respect. Responsibility in stewardship can be characterized by four levels of action: (1) recognizing the value of resources; (2) using resources without depletion; (3) caring for and maintaining resources; and (4) preserving and enhancing the resource for future generations. nt~mm~i~suNCxnte~az~~ost9os~~t g The studies that have been conducted to date provide the starting points to assess the value of the natural and cultural resources in Palamanui. Continuing discussion with kupuna and descendants of Hewahewa will add additional context into the cultural practices associated with this land. The interaction between those who wish to exercise gathering rights, the cultural advisory committee and the owner and master association will also help in developing the modern context in which the natural resources can be used to perpetuate Hawaiian culture. The use of resources without depletion goes back to the concepts of kuleana and ho'oku'ikahi. Stewardship involves the users of the resources as much as the custodians. The users must appreciate the need to use the natural resources so that they will be available for future generations. Care and maintenance of the resources involve a recognition that these resources will need active care. The proposed development will result in significant changes to the land and will result in the presence of residents, visitors, students and workers on land that has not seen active use for many years. These changes require active management of cultural and natural resources to minimize the adverse impacts of these changes. Although the remaining fragment of lowland dry forest is among the most intact remaining, there is a need to reduce fire hazards, reduce grazing by goals and cattle, and reduce the influence of invasive alien vegetation. Signage of significant archaeological and natural resources and the circulation of informational material about the relationship of those resources to the Hawaiian cuture are also components of stewardship. Part of the mo'olelo for the Kekaha lands is that those were the lands in which future kahuna were trained. Notwithstanding the apparently barren nature of the land, kahuna nui such as Hewahewa, a close advisor to Kamehameha I, used this area to train future masters of their craft. Given the history of these lands for the training of kahuna, it would be appropriate to coordinate the stewardship program with the University of Hawaii and other schools, especially with respect to Hawaiian language, culture and history, botany and other life sciences. Participants fn Stewardship. Integrated management requires coordinating efforts among affected interest groups. In this case, that group includes: hiluhilukalass~QJCRMPEx42 revO5l905fma1 • Hiluhilu Development, LLC, the owner and developer of Palamanui; • The purchasers and tenants of units in Palamanui; • The Master Association; • The Cultural Advisory Committee; • Descendants of Hewahewa and Mahi families; • The Palamanui Dry Forest Working Group; The North Kona Dry Forest Working Group; The State of Hawaii DLNR Forestry and Wildlife Division; • The Federal government. • Ahupua`a of Kau. Kau is one of the ahupua'a within the sub-district of Kekaha. The majority of the Kekaha lands is barren and was known as Kahaha-wai-ole, meaning the desolate land without water. Much of the land is characterized by extensive rugged lava flows. However, until the 1801 lava flow in the area, there were several coastal settlements associated with fishing and the fishponds. The lands of Kekaha were known as "kahuna lands" and were used for training future r kahuna. In addition to the fishing and the fishponds along the coast that existed until the 1801 lava flows, the mauka area of this land was known for their plants. Palamanui once contained a lowland dry forest which was among the most biologically diverse of the Hawaiian forest. The lands of Kau and other land in the area was held at one time by Hewahewa, the son of Pu'ou. Hewahewa and his father, Pu'ou, were kahuna nui, the highest rank of kahuna. In time, Hewahewa, guardian and advisor to Liloliho (Kamehameha II) resigned ( his position and began to help the missionaries. He eventually left Hawaii Island to live in Waimea, Oahu. The ahupua'a of Kau became a part of Hu'ehu'e Ranch in 1917 and the land was used ! for cattle ranching thereafter. i In 1978, Charles McCarthy applied to rezone the Palamanui land and other land in what is now Makalei Estates Subdivision from Unplanned to Agricultural 3 acres (A-3a). In 1983, County of Hawaii Ordinance 850 approved rezoning of the upper portion of the property to A-3a. In 1988, the County Council replaced Ordinance 350 with Ordinance 88-23. In 1989, Nansay Hawaii, Inc. purchased the land. After acquiring ownership, Nansay Hawaii obtained further amendment of the rezoning ordinance (adopted as Ordinance 93-45), n;i•na•~~:vrrcrs~p~az ~osivosr~r ~ and in 1995, obtained final subdivision approval. Nansay Hawaii transferred title to the land in 1999 to KW Kau, LLC. Hiluhilu Development purchased the land from KW Kau, LLC in 1999 and proceeded to obtain re-approval of subdivision construction plans designed by Nansay Hawaii. Following that approval, Hiluhilu Development built the subdivision improvements required as conditions of the subdivision. Hiluhilu Development then proceeded to sell the lots in Makalei Estates. The 725.2 acre parcel which is the subject of the pending Petition for reclassification before the Land Use Commission is the remnant parcel of the subdivision. On December 23, 2003, Hiluhilu Development, LLC filed a Petition with the State Land Use Commission to reclassify Palamanui from the State Land Use Conservation and Agricultural Districts to the Urban District. Hearings on that Petition are being conducted. If the State Land Use Commission approves the Petition, Hiluhilu Development, LLC plans to apply for rezoning and subdivision with the County of Hawaii agencies. II • Background of Proposed Development. Hiluhilu Development, LLC proposes to develop Palamanui as a mixed use development involving a mix of 845 residential units, a 18 hole golf course, a 120 unit hotel, and retail and other commercial spaces in the University Village, some of which will be built for and leased to the University of Hawaii. The project will also ~ include an active use park, passive parks, a trail system connecting trail segments, various preservation areas for archaeological sites, trail fragments, biologically significant caves, individual specimens of endangered trees, and a 65+ acre lowland dry forest reserve. Exhibit A is a conceptual Master Plan for Palamanui on which the various preservation sites, including archaeological sites, biologically significant caves, trail segments and the lowland dry forest preserve have been shown. Governmental Land Use Permits and Approvals for Palamanui. This section includes a description of the required approvals and permits to implement the Hiluhilu Development. The necessary entitlements include approvals from several State and county agencies and entities. All necessary ministerial permits such as grading and building will be obtained prior to construction. hiluhilu4edassW]CRMPEx42 rev051905fmal g Permit or A royal Author) Final Environmental Im act Statement State of Hawaii Land Use Commission Land Use Boundar Amendment State of Hawaii Land Use Commission Wastewater Treatment Facility and Irrigation State of Hawaii Department of Health with Treated Effluent Highway entrance from Queen Ka'ahumanu State Department of Transportation Hi hwa Subdivision and Plan Approvals Hawaii County Plannin De artment Water Source and Distribution System Hawaii County De artment of Water Su I Building Permits Hawaii County De artment of Public Works Grading Permits Hawaii County De artment of Public Works Rezoning Hawaii County Planning Commission, Count Council National Pollutant Discharge Elimination Hawaii S stem NPDES ermit De artment of Health Brackish and Potable Wells Permit Water Resources Mana ement Under round In'ection & Control Permit UIC De artment of Health Notice of Pro osed Construction or Alteration Federal Aviation Administration ADA Title II Disability and Communication Board HRS 103-50 Review 1 NATURAL AND CULTURAL RESOURCES l Natural Resources. The Biological Reconnaissance Study covered the entire Palamanui area. The study identified 3 general plant communities. Much of the land below 500 feet elevation was ` placed in Pennisetum grasslands. The area has many barren lava flows with fountain grass ~ grassland with scattered native and introduced shrubs and trees. The plants include the indigenous uhaloa, the shrub maiapilo (a federal species of concern) and 'a'ali'i, native trees such as 'bhi`a lehua, naoi, ahahe'e, lama and maua in low densities. Three individual specimens of the uhiuhi tree (a federally endangered species) and one specimen 'aiea tree (a state and federally endangered species) were found. The native trees were growing in areas of otherwise barren lava and were not part of a forested area. The land between 500 - 650 feet in elevation has shrubs and fountain grass and was characterized as Pennisetum scrub. The indigenous 'a'ali'i is abundant. Native trees such as lama, alahe'e, mamane, and iliahi appear. There are numerous stands of large wiliwili trees. The land above 650 feet elevation to the top of the property was characterized as Diospyros-Psydrax-Santalum dry forest. The dry forest to the south of the mauka makai jeep hilululukeclassWICRMPEx42 rev051905rmal 9 road running through this area is relatively disturbed and is dominated by alien trees and shrubs (silk oak, Christmas berry, haole koa). The dry forest to the north of the jeep road has not experienced a major disturbance and is among the most intact lowland dry forest fragments remaining on the island. The lowland dry forest canopy to the north of the jeep trail has a closed canopy of lama and iliahi (sandalwood) trees with a subcanopy of alahe'e interspersed with wiliwili, kolomona, `akia, mamame, 'ulei, 'akoko, and 'a'ali'i. At least 13 specimens of halapepe (a federally endangered species) and one ohe makai (species of concern). The understory has native tree I seedlings and saplings, especially lama, alahe'e and some iliahi. Native vines such as huehue I and koali are present. j Kupuna related memories of the presence of 'i5hi'a lehua above Mamalahoa Highway, large elama below that area with ala he'e, 'ohe, iliahi, mamane and the shrub 'a'ali'i. In lower portions of the property, the wiliwili trees were found. The botanical study confirmed the presence of these plants and other native plants on the Palamanui land. ' `Ohi'a lehua. In Hawaiian mythology, the god Ku was said to sometimes take the form of j i the'ohi'a lehua. The'ohi'a lehua tree is reflected in'olelo no'eau (proverbialftraditional sayings) associated with the Kekaha lands. "Ola aku la ka 'aina kaha, ua pua ka lehua kai" means "life has come to the Kaha (Kekaha, Kona) lands for the lehua blossoms are seen at sea:' The reference to the blossoms was to the canoes of the expert fisherman moving on the ocean for deep sea fishing during fishing season. Kepa Maly translated and compiled a similar saying, "Ola aku la ka'aina kaha, ua pua ka lehua I ke kai" as "the natives of Kaha lands have IHe, the lehua blossoms are upon the sea!". The saying reflected the seasonal practice in Kekaha of living in the uplands to cultivate their crops under the lehua trees and then moving to the shore for fishing when the weather became warmer. In addition to its place in mythology and `olelo no'eau, the Hawaiians used the wood, leaves and flowers of the 'iihi'a lehua. The timber was used to build houses within heiaus and for offering stands. The wood was also used for canoe gunwales and the roots were used for canoe hiluhiWheclass~Q9CRMPEx42 rov051905final I Q spreaders. The flowers and leaves (especially the liko) were used for leis. Lehua blossom leis were used in religious offerings. Lama. Another significant tree found in Palamanui is the lama (or a lama). The wood of the elama was considered sacred by ancient Hawaiians and was used for religious purposes. Under traditional practices, entire houses within heiaus were built of elama wood and the sick were brought there for healing. Uncarved blocks of elama were used on the ku'ahu'ula to represent Laka, the patron of the dance. There are references to elama stakes to be placed on the makah~ on kuapa'a seawalls. In addition to the religious and cultural uses, the elama was used for more utilitarian purposes. Its wood was used for fish traps. The wood was also pulverized and used as part of compresses to treat skin ulcers. The fruit, when ripe, was eaten by the people of Kekaha. Wiliwili. The wiliwili is also present in Palamanui. When dried, the wood of this tree is very light. As such, it was the preferred wood for canoe ama (canoe outrigger floats). It was also a preferred wood for the Olo (large Hawaiian surfboard) although it was difficult to find large enough wiliwili trees to make those boards. The seeds of the wiliwili were used to make permaneht leis. Other Native Trees. The wood of the `a'ali'I provided posts for houses and bait sticks for fishing. Its capsules provided red dye for tapa making. The wood of the uhiuhi tree was used for house posts, octopus spears, the wooden part of makau mand (shark hooks) and for taps scraping boards and tapa beaters. The wood of the'ulei was used for similar purposes as the uhiuhi as was the wood of the alahe'e. The wood of the mamane was also used for house posts, while its flowers were used for leis. The iliahi is associated with the post contact sandalwood trade. Among its traditional uses was the use of its scented heartwood to scent tapa. The sap of the akoko and the pulverized charcoals made from wiliwili was used to paint canoes. Three species of native birds were observed in the area, the Pueo (federal species of concern), the I'o (federally endangered species) and the Hawaii amakihi. It is likely that the Hawaiian hoary bat is found in the general area. Mluhilu4sclassWfCRMPEx42 rev051905final 11 Goats were abundant in the makai portions of the property and relatively rare in the more forested mauka portions. Goats graze upon the existing vegetation, including seedling native plants or trees. Excluding goats from areas with native plants is important in restoring native habitat. It is assumed that introduced rats, mice and cats are present. The Cave Fauna Survey found five biologically significant caves (SHP sites 14338, 14368C, 143576, two segments of 14350). These caves had a deep cave zone environmental (perpetually dark, moist passage with stable air mass saturated with water vapor) that supported three obligate cave-inhabiting arthropod species. Four of the caves had evidence of traditional Hawaiian water catchment. All of those caves are to be preserved. In Hawaiian lava tube cave ecosystems, the main energy sources are plant roots, organic matter washed into caves with percolating groundwater and accidentals (surface and soil animals blundering into caves), living and dead roots are usually the most important component. The roots of the 'bhi'a lehua is the most important source of roots. The native shrubs 'a'ali'i and maipilo are important in drier habitats. Preserving the trees whose roots furnish water and nutrients is part of preserving the cave habitat. Of the 83 archaeological sites reviewed, preservation was recommended for 22 sites (SHP 14338, 14339, 14351, 14354, 14358, 14359, 14360, 14362, 14365, 14366, 14367, 14368, 14375, 23862, 23864, 23865, 23870, 23873, 23904, 23905, 23908, 23909). These sites include a variety of sites, temporary and permanent, habitation sites, a heiau, trail, temporary habitation ~ lava tube, temporary habitation platform, historic road bed, trails. Significant archaeological sites including historic trails, lava tubes and cave ecosystems will be preserved throughout the project site. Significant natural resources including the dryland forest area, endangered native Hawaiian tree species, and biologically significant caves will be preserved. These sites are shown on Exhibit A. Exceptional native trees identified in the botanical reconnaissance survey will be preserved to the extent possible. Native Hawaiian plant species will be used in landscaping and will be part of the resources made available for gathering activities and for use in interpretive programs developed in conjunction with the University of Hawaii. The project includes extensive open space areas, >umt~m~i~3wtcxMP~azre.~ostvosr~~t 12 including land within the golf course in which those plants can be established to supplement existing large trees and shrubs. Significant Hawaiian names associated with land. In the Hawaiian culture, one's inoa (name) was both owned property and had a kind of force in its own right. Once spoken, an inoa took on an existence, invisible, intangible, but of force in its own right. The name "Palamanui" was the historical name for the area in which the 725 acres of land covered by the INCRMP is located. The various meanings of "Palamanui" include huge elama (tree or wood) enclosure, an enclosure of abundant education, an enclosure of great enlightenment. Other meanings of "lama" are enlightenment, torch (symbolic of education). The academic logo of the University of Hawaii at Manoa includes a torch with the word "malamalama" meaning enlightenment. The appropriateness of the name "Palamanui" for this area is confirmed by kOpuna testimony that this land was known for residential, cultivation and healing purposes. Different varieties of medicinal plants were cultivated through the ahupua'a. The kahuna lapa'au (Hawaiian medical practitioner) treated sick patients by gathering and using appropriate plants and herbs before dawn. The tradition was that this ahupua'a was reputed to be used to train future practitioners in Hawaiian medicine. This is consistent with the association of this land as kahuna lands and its ownership by Pu'ou and his son Hewahewa who were both kahuna nui. The origins of the word "kau" as used in the ahupua'a name "Lands of Kau" are not clear, but kOpuna testimony indicates that the name was pronounced as "Kau" rather than "Kau:' The most significant mythical entity to impact the lands of Kekaha was the volcano or fire goddess Pele. The lava flows in the area had long lasting effects on the landscape, the marine environment and the people. For the lands of Kekaha and traditional Hawaiian practices, one of the most significant events was the 1801 lava flow which overran the Pond at Pa'alea. The legendary Ali'inui Pa`ao is credited in oral histories with constructing heiaus (luakinis or temples of human sacrifice) that radically changed the Hawaiian religious system and political system. Pa'ao also brought high chief Pili to rule instead of chiefs whom Pa'ao thought had lost b~mna~v~~:~uvcwvm~az ~os~9osr~~ 13 their mana. The new system introduced the concept of hierarchical (ali'i) rule to Hawaii and a new order of kahuna. "Kahuna" is often translated as "priest', but "kahuna" actually referred to Hawaiians who were masters in particular crafts or arts. Some kahuna were astronomers, some water managers and some were architects building temples or fishponds. The kahuna Pa'ao was the first kahuna to honor the war god Kuka'ilimoku. During the time of Kamehameha I, Pu'ou and his son, Hewahewa, were kahuna nui, the highest rank of kahuna. Pu'ou and Hewahewa were descendants of Pa'ao. Hewahewa counseled Kamehameha I during his reign and served as Liholiho's guardian and priest after Kamehameha I's death in 1819. When Liholiho, his mother Queen Ke'opuolani and his kuhina nui Oueen Ka'ahumanu decided to break the 'ai kapu, thereby ending the religion of Pa'ao, Hewahewa resigned. He eventually moved from Kona to Waimea, Oahu. Hewahewa and his wife, Kailakaoa had a son, Kamokumaia. Kamokumaia inherited the ahupua'a of Kau and other lands from his father when Hewahewa died in 1837. Kamokumaia and his wife Kualii had a daughter, Paalua, who was recognized as owner of the ahupua'a by the Land Commission Award covering that land. Title was transferred by the Territory of Hawaii in 1911. When Paalua died in 1886, she willed the ahupua'a to her third I husband Mikaele Kawainui. The interests of Mikaele Kawainui passed to unrelated persons by foreclosure. By the 1820's the cattle and sugar cane industries started developing. By the time of Paalua's death, cattle ranching and the raising of goats had expanded in the Kekaha lands. By 1810, after sources in Fiji and the Marquesas were exhausted, a trade in sandalwood (iliahi) under Kamehameha I's personal control developed. The sandalwood trade resulted in disrupting the traditional subsistence living as farmers and fishermen were ordered to spend most of their time logging the wood. By 1825, the disruptions caused Queen Kuhina-nui Ka'ahumanu to place a kapu on the wood to control the practice. In historic times, the land was used as a part of Hu'ehu'e Ranch under John Avery McGuire and his wife Luka. John Avery McGuire was half-Hawaiian and half-Scottish. His first n~iw~m~i~:wicxmtr~az~~osr~osr~ 14 wife, Luka, inherited the land that became the nucleus of Hu'ehu'e Ranch in North Kona. Hannah Springer is descended from the marriage of John Avery Maguire and Luka Maguire. Maguire was a friend and in-law of Samuel Parker, son of parker Ranch founder John Palmer Parker. Maguire had owned Kahua Ranch until he sold a half interest in it in 1895 to James Woods who also owned the Pu'uhue Ranch in North Kohala (Maguire later sold the rest of the Kahua Ranch to James Woods). In 1917, Maguire purchased the ahupua'a of Kau from Allen Wall and made it part of Hu'ehu'e Ranch in 1917. McGuire's heirs, Thelma K. Stillman (Springer), ~ Nancy S. Stillman (Oliver) and Mary S. Robinson (Holt) acquired the Ranch. The' Ranch passed out of family ownership in 1966. I IMPLEMENTATION OF THE INCRMP • MAINTENANCE OF INCRMP t The Integrated Natural Cultural Resource Management Plan will be maintained by Hiluhilu Development initially and subsequently by the Palamanui Master Association when it ' begins operations • MASTER PLAN, INVENTORY MAP AND STAKING Exhibit A is a conceptual Master Plan for Palamanui on which the various preservation sites, including archaeological sites, biologically significant caves, trail segments and the lowland dry forest reserve have been shown. This includes the information from the Inventory Map. A detailed Inventory Map will show all sites to be preserved within Palamanui. The ~ inventory map will be used during planning and construction to avoid impacting preservation ~ areas. The Inventory Map will incorporate information from the archaeological, botanical, cave fauna and cultural studies and also the information from the update for the biological inventory, any bat survey and the invertebrate above-ground survey. All sites to be preserved will be staked and clearly marked or fenced in the field. The primary consultants to the project regarding these sites, Maria Orr, Robert Rechtman, Patrick Hart and Francis Howarth will accompany the Developer's team in the field to mark the preservation sites (including appropriate buffer areas). The Developer will then retain land surveyors to accurately plot those preservation sites on the hiluhilu~reclass~P]CRMPEx42 revO5l905fiual f 5 breeding/nesting season is over in October; for these areas, the work can proceed once the biologist has confirmed that any nests found are no longer in use. Although the Hawaiian hoary bat is not known to breed on Palamanui land, bats are known to fly over the land. A qualified biologist will be retained to determine the breeding season for the Hawaiian hoary bat. No grubbing or construction work in forested areas will be conducted during the bat breeding season unless the biologist has conducted a survey for evidence of bat breeding activity at the beginning of the bat breeding season and has found no evidence of such activity in the area surveyed. If such evidence is found, the biologist shall prepare a plan to prohibit, limit or regulate grading or construction activity to avoid interfering with such breeding activity. • MANAGEMENT STRUCTURE Hiluhilu Development will provide all initial resources and funding to implement this Plan. The Palamanui Master Association will assume long term responsibility for administering the plan only after Hiluhilu has obtained required approvals for various components of the plan and has completed field work for the preservation work to be done under the Plan. Long term maintenance funding will come from the Master Association and other resources as may become available. It is anticipated that the management of the plan will be done in close cooperation with the University of Hawaii West Hawaii Center programs relating to culture, botany and biology. • MASTER COVENANTS -COVENANTS, CONDITIONS AND RESTRICTIONS Hiluhilu Development will record permanent Covenants, Conditions and Restrictions (Master Covenants) covering all land within Palamanui. The Master Covenants will create a Master Association for Palamanui which will be administered by a Master Association. The Covenants will include the provisions described in Exhibit B attached hereto to administer the projects and preservation areas covered by this Plan. During the development period, Hiluhilu Development will conduct fts development activities consistently with the Master Covenants. After completion of development or at such sooner time that shall be agreed upon between Hiluhilu Development and the Master Association, hiluhilu~rxlassW]CRMPEx42 rev051905fins1 i 8 the Master Covenants will be administered by the Master Association. Until the Master Association is in operation and is able to undertake responsibility for the preservation areas and the various reviews required by the Master Covenants, Hiluhilu Development will undertake the same. The Master Covenants will contain covenants and remedies to address potential damage to protected sites caused by activities such as removal of surface rock from site features for landscaping efforts by homeowners; unintentional disturbance to site features by visitors, especially children; and intentional destruction of site features and deposits, by artifact collectors or vandals. i • CONSULTANTS Consultation with experts in the area of natural and cultural preservation will be a vital part of the management of the resources at Palamanui. Hiluhilu Development will have Maria Orr continue with research and communication with kupuna and descendants of the Mahi and Hewahewa families to obtain additional information on cultural practices associated with the Palamanui. That information will be shared with the Cultural Advisory Committee and with the Master Association for use in implementing the INCRMP. CULTURAL ADVISORY COMMITTEE I Throughout the development period, a cultural advisory committee which consists of Native Hawaiians, kupuna and other cultural practitioners will meet with Hiluhilu Development twice a year or more frequently if warranted. Input from committee members about cultural practices that have been undertaken in the proposed project area will continue to be heard. Members include, but are not limited to, area kupuna: Mr. George ("Uncle Kinoulu") Kahananui, Sr.; Mr. Robert Punihaole; Mr. Karin Haleamau; Mr. Peter Park; Ms. Annie Coelho; Mrs. Ruby McDonald; Mr. Eli Nahulu; Mr. Wendell Davis; Mr. Angel Pilago; Ms. Leinaala Lightner; Ms. Hannah Springer; Mr. Gene Leslie and Mr. Curtis Tyler. In addition to its other functions, the Cultural Advisory Committee shall provide the names of persons who are knowledgeable about Hawaiian cultural practices in the Kekaha area and who can serve as cultural monitors.. Liluhilu~reclasstA`CRMPEx42 rev051905fina1 19 Once the Master Association is in operation, that association will consult with the Cultural Advisory Committee. The budget for the Master Association will include necessary funding to support the Cultural Advisory Committee as well as the Association's committees who will be working with the Cultural Advisory Committee. In addition to cultural resource persons, members of the Hewahewa and Mahi families who have relationships with the Palamanui area site will also be consulted. NATURAL RESOURCE EXPERTS The North Kona Dryland Forest Working Group which consists of natural resource experts will continue to be consulted in regards to the preservation efforts of the Dryland Forest Preserve. Mrs. Sandra Sakaguchi, Mrs. Kathy Damon and Mr. Kalani Flores and others affiliated I with the U.H. West Hawaii Center have provided continuous and valuable input on the INCRMP. They will continue to be essential participants. • RESPONSIVE TO PUBLIC AND AGENCY CONCERNS Hiluhilu Development will work with the State Historic Preservation Division (SHPD), I~ other local kupuna, interested government officials, area residents, and the administration and students of the UHCWH to ensure that the management plans are responsive to both public and agency concerns. I • INTERPRETIVE PROGRAMS Hiluhilu Development will work with the University of Hawaii West Hawaii Center to establish interpretive programs for the archaeological and natural resources in Palamanui. Students and faculty will be provided access to the resources for such programs. That interaction will continue with the Master Association once it begins operations and will become a permanent feature of Palamanui. • PLACE NAMES. Perpetuation of significant place names and names of persons of cultural significance to this area will be addressed by the procedure governing street and place names under the Master Association. na~m~r~5~wcwHr~azre~ost9osr~ 20 ARCHAEOLOGICAL PRESERVATION PLANS The Preservation Plan prepared by Rechtman Consulting (attached as Exhibit C) will be submitted to the State Historic Preservation Division, Department of Land and Natural Resources for review and approval for all sites recommended for preservation and for data recovery. The Preservation Plan clarifies and details the methodology regarding preservation of the proposed archaeological features and sites and data recovery. • LOWLAND DRY FOREST PRESERVATION. The lowland dry forest fragment identified by Patrick Hart in his Botanical Reconnaissance Survey will be preserved permanently. The Management Plan for Biological Resources, Palamanui, North Kona, Hawaii, (attached hereto as Exhibit D) summarizes the biological resources, details the goals of the management plan and describes the plant and bird species which are involved. The lowland dry forest preservation area will be subject to a preservation easement to ensure that the preservation plan is followed. Funding will initially be provided by Hiluhilu Development until the Master Association becomes operational, at which time, funds will be provided as needed through assessments from the Master Association. Funds will be supplemented by grants or contributions that may become available for restoration, maintenance or operational costs. Hiluhilu Development will determine if the dry forest preservation area can qual'rfy under a legacy forest program or similar programs while still being accessible for University of Hawaii interpretive and research programs. The approximate boundaries of the preservation area were determined and plotted by using the Botanical Reconnaissance Survey report. The specific area to be preserved will be identified in conjunction with Patrick Hart and the North Kona Dry Forest Working Group. Once the area is determined, the exclosure structures will be designed and built to exclude grazing animals. hiluhilukeclassWICRMPEx42 rev051905fma1 21 Hiluhilu Development has removed invasive grasses in the area around the dry forest fragment to reduce the fire hazards presented by that vegetation and will continue to monitor the situation with respect to potential fire hazards until the Master Association becomes operational. Prior to any grubbing activity in the area, the preservation area will be staked and clearly identified in the field and will be included in the Inventory Map. j Hiluhilu Development will work with the North Kona Dry Forest Working Group, Patrick ~ Hart and others on developing a program for public access to information about the lowland dry forests as well as access to the preservation area. Hiluhilu Development will also work with the I University of Hawaii on including the dry forest preservation area in interpretive programs. • CAVE PRESERVATION PLANS Attached hereto as Exhibit E is a Cave Protection and Management Plan that has been I developed in consultation with Dr. Frank Howarth. Hiluhilu Development will be preserving five (5) biologically significant caves identified as Cave No. 14338 (near the northeastern boundary ~ and in the Dry Forest preserve), Cave No. 14368C (along the north boundary in the middle), ' Cave No. 14375B (mid southern boundary area), and Cave No. 14350 (upper middle portion of the property adjacent to the Dry Forest preserve). • PUBLIC ACCESS ~ I Access to historic and pre-contact trails and archaeological sites will be made through a trail system that will be made a part of the development of Palamanui. The trail system will be designed to provide public pedestrian access through much of Palamanui and will be tied to the University Village. Native Hawaiians will be able to remove a limited amount of timber and native plant material from Palamanui for personal, non-commercial use. Interested persons should contact Hiluhilu Development until management has been transferred to the Master Association. Any such activity would be subject to conformity with this Plan. wmn;m~;~~uvcansP~az~osr~os~ 22 COOPERATION AND COORDINATION WITH OTHER PLANNING AND MANAGEMENT EFFORTS. The INCRMP implementation will be coordinated with other land management efforts which include: a. Lowland Dry Forest preservation and restoration plans by the North Kona Dry Forest Working Group, the DLNR Forestry and Wildlife Division and landowners in the North Kona area; b. Development of interpretive programs in conjunction with the University of Hawaii and other schools; c. On going programs to preserve groundwater quality through use of best management practices to minimize impacts of non point source pollution, fertilizer nutrients and I pesticides; d. Coordination with compliance programs under State Land Use Commission conditions and other State or County conditions of land use and conditions affecting use of the land INITIAL BUDGET. The initial budget for the initial implementation of the INCRMP is attached hereto as Exhibit F. Funding will be provided by Hiluhilu Development. SUMMARY This Plan is a framework to provide protection and access to important cultural places and natural resources at Palamanui. Appropriate activities within the places are expected to evolve over time. naw,im~t~s~wcRn~r~az ~.-ost~osfin~t 23 REFERENCES Group 709 International Final Environmental Impact Statement Palamanui Prepared for Hiluhilu Development, LLC l Cultural Impact Study Hiluhilu Application Process Project Kau Ahupua'a, Land of Kekaha (Maria E. Ka'imipono Orr, June 13, 2003 revised December 11, 2003) 'l Biological Reconnaissance, Lands of Kau, North Kona, Hawaii (Patrick Hart, Ph.D., October 2003) Hiluhilu Cave Fauna Survey (Hawai'i Biological Survey, December 2003) Groundwater Resources of Kau, North Kona, Hawaii A Water Study for Hiluhilu li Development, LLC (Waimea Water Services, Inc., June 2003) Plants in Hawaiian Culture (Beatrice H. Krauss, University of Hawaii Press, 1993) i i !I I hiluhilukeclass~Q`ICRMPEx42 rev051905final 2,4 PALAMANUI - A HILUHILU DEVELOPMENT PROJECT Final Environmental Impact Statement Legend ' G`•~~ Dry Forest Preserve - ~ - - _ n 'DRY FOREST INTERPRETIY_ PRE_SFAVE `ENTER ¦ University Village .f.~:,yir.:~., • ` n-A' q... Single Family Residential ^.f h.-.~~`~~~ ' 4FIZPEPESOTHER ''rI / KTOK Medical I R8D -"~uwcarctaR_E5.. Y; ~M' :;t~ '~.-a.rF ~~Yd " ~OL~GH9bRH000 ¦ Community Commercial f . Muhi-Family Residential ~ t ~ 'L~T- Park w~a: r. v- f -5RE i'~rP r w Golf ~ r~ ~ if ,sF9. ~ Archaeological Sites/Caves J F~e °~"or Wastewater Lines - - T ' j R i' ® _ ~ J { A ~5 r ..J ! „alp go SRCW\EOLOGIa - - i ' SATE TY~~ ~ ~n \ t ~ J r T'2~ li ~R~Ygo' 5:a ~)f ~ . ~ r ~i i rJ c M nJ~'..~r'~~ R~ ~ ~1PRE6ERVE3 NCLnGECESCEIETid': ~.~J: . ~r~h3 ~ oa ~ ~J , - :~lSYERGIAL G~ r --.IjNIVEREITV ~ l:5 t LJ `/ILL?GE „ ` ~ A J STATE LAN]5 ~ ~ - / K ~r2V L T OI ~ TD KPROP ~ ~ ' :R(afa6aLOGl l IlI\ ~J OSEO Afg1N STREET SITE ~ CBK) ~i~ ~ FLT'JRE JN'JCR51Tr JF HAYVAiI ' tl, ~ _ ~ YVEST HTYOII CAMPJE _i - aaR; G :j aa}}F R_RNP I~ e 4' 'NCF R~'C~_'O.1H=~= ` . ''99EE i'~ ~tWViP ~ ~_~`--~..gC_CESS CONTROL ~y'`~`T-' riRPCP.T:CJEoS +JaC O EEB x~H~ - °UTJR? V. J!4: R0~0 U HIOM'.VAy " r:ol.- i.r32,NRTk'e'gtIDt lovaL , IE~^aT ?SpEEAFOLKETioLF Figure 6-I h'[aster Plan Oaerlaid kith Archeological Sites, Ca~~es and Trails A EXHIBIT B PROVISIONS TO BE INCLUDED IN MASTER COVENANTS 1. Article for Environmental and Cultural Preservation. The following provisions shall be incorporated into the Master Covenants. 1.1. The Master Covenants shall apply to all land within Palamanui. 1.2. The Palamanui Master Community Association shall be formed as a Hawaii nonprofit corporation to administer the Master Covenants. 1.3. Membership in the Palamanui Master Community Association will include Hiluhilu Development, the Association of Owners of University Village, the Community Associations or Owners Associations within Palamanui and the Owners of any land within Palamanui whose owners are otherwise not represented by an Association with membership in the Palamanui Master Community Association until such time that those Owners become subject to membership in such an association. 1.4. The directors of the Palamanui Master Community Association shall be selected by the members except for one director to be selected by Hiluhilu Development. 1.6. The Master Community Association shall maintain a permanent standing committee known as the Environmental and Cultural Committee and a permanent standing committee known as the Design Committee. 1.6. The Master Covenants shall contain an Article for Environment and Culture which shall have the following provisions: 1.6.1. Statement of Purpose. This Article shall guide the Association in the use of land within Palamanui and in the preservation of certain cultural, archaeological and natural resources identified during the planning of Palamanui. To that end, this Article shalt be administered by referring to the information contained in the Archaeological Inventory Survey by Rechtman Consulting in 2003, the archaeological data recovery plan and archaeological preservation plan as reviewed and approved by the State Historic Preservation Division, the Biological Reconnaissance, Lands of Ka'u by Patrick Hart in hilulillukeclass~RYCRMPEx42 rev051905fma1 1 2003, the Management Plan for Biological Resources Palamanui and the plans to preserve the endangered tree species as approved by the State Department of Land and Natural Resources, the Hiluhilu Cave Fauna Survey conducted by Hawaii Biological Survey in 2003, the Cultural Impact Study Hiluhilu Application Process conducted by Maria Orr in 2003, and to such supplements to such studies and plans and to such additional studies or plans as may hereafter be conducted regarding such resources within Palamanui. 1.6.2. Administration. The Environmental and Cultural Committee is responsible for oversight and administration of this Article. The Environmental and Cultural Committee shall report on the status of compliance with all preservation plans to the; i Board of Directors as needed and not less than annually to the members of the Association. The Environmental and Cultural Committee shall also monitor compliance with preservation plans and preservation easements held by the Association, shall I communicate with those involved in compliance or in violations of such plans and i easements and shall recommend to the board of directors appropriate action to be taken to obtain compliance or enforcement. 1.. Preservation Areas and Preservation Plans. The Association shall 63 administer and comply with the preservation plans that apply to preservation areas within Palamanui over which it has ownership, control or over which R is charged to oversee. ~ From time to time, the Environmental and Cultural Committee may recommend to the board of directors, amendments to preservation plans applicable to land within Palamanui. If the preservation plans require approval by any governmental agency, such amendments shall not be effective until such approvals are obtained. If a governmental agency having jurisdiction over a preservation plan directs amendment of the same, the board of directors shall amend said plan accordingly. For the Lowland Dry Forest area, amendments shall also require the approval of the non-profit organization holding the rights as grantee under the preservation easement applicable to that area. hiluhilu\reclass\INCRMPEx42 rev051905fmal 2 I The Environmental and Cultural Committee shall periodically inspect the condition of preservation areas. In addition to observing the condition of the features 1 being preserved, the committee shall check for conditions such as invasive alien plant species that may compete with native plants being preserved, or disrupt dry laid stone I~ walls or structures being preserved. If such conditions are found, the committee shall ~ work with the affected owner to schedule removal of the same. Where possible, the committee should consider involving affected Owners and other residents of Palamanui, [ students and others participate on a volunteer basis in maintenance or monitoring activities as a means of improving community awareness of the resources and the need to maintain favorable conditions for preservation. All owners of land within which preservation areas are located (including, but not limited to the Master Association) shall comply at all times with the restrictions on uses imposed by the applicable preservation plan, covenant, easement or other restriction on said areas. Owners and any other persons shall not take from any preservation area (including those on the land that they own) or disturb the location of any rocks, native ( plants or native trees to be preserved except for take authorized under the native I Hawaiian cultural practices provisions of these covenants and by State and federal law and except as specifically allowed by the Environmental and Cultural Committee. If such prohibited activity occurs and Owner becomes aware of the same, the Owner shall promptly report the same to the Environmental and Cultural Committee; the Owner shall ~ refrain from restoring removed materials to the site. The Committee shall obtain such assistance as is needed to determine the appropriate remedial action to be taken and the appropriate governmental agency to notify. Thereafter, the Committee shall report to the board of directors who may authorize such remediation. With respect to any preservation areas, the removal of materials that are to be preserved or the disturbance of same will defeat the purpose of the preservation plans. The remedies at law are inadequate to address the harm that may result from such hiluhilukulass~PICRMPEx42 rev051905fvu1 3 i activity. The Association is accordingly entitled to seek legal and equitable remedies from any court with jurisdiction over the persons responsible for such activity. In addition to any other remedies that may be available, the Association is entitled to recover from any owners who themselves (or through their employees, invitees, agents or other persons over which they have control or responsibility), without the prior written permission of the Environmental and Cultural Committee, remove or disturb rocks, native plants or native trees which are to be preserved in a preservation area, the costs of consultants, remediation measures, the Association's reasonable i attorneys fees and other expenses, costs or fees incurred to enforce these provisions, I~ whether or not a law suit is filed, resulting from said activities. The board of directors may t impose such costs as a special assessment on the land of the affected Owner after providing said Owner with an opportunity to review the proposed costs to be included in ~ the assessment and provide the board of directors with such information as the Owner ~ wishes to present in response to the proposed special assessment. If the Owner wishes ` to contest the special assessment, the provisions of these covenants applicable to dispute resolution between the Association and its members shall apply. The board of directors may review specific instances of such activities to I; determine the underlying circumstances. If the circumstances indicate that the removal or disturbance of material was inadvertent or was caused by a person (such a child) who ~I did not realize the potential harm being done, the board of directors may waive all or part of the costs. In such a situation, the Environmental and Cultural Committee shall provide suitable information to the Owner and any other person responsible for the activity about the significance of the resources to be preserved and the adverse effects of the activity. For situations in which the board of directors determines that the removal of materials or disturbance or destruction was intentional or was done maliciously, the board of directors should make all reasonable efforts to identify the responsible persons and to determine whether criminal as well as civil remedies are available against such persons hiluhilu~neclass~QJCRMPEx42 av051905fuu~l 4 and to pursue the same if the board finds that to be feasible. The board may also consider pursuing punitive damages for such actions. 1.6.4. Preservation Easement Areas. For those areas in which the Master Association is the Grantee of preservation easements, the Association shall monitor compliance with said easements. The board of directors may take such action as it finds appropriate to obtain compliance with the terms of said easements. For those areas in which the Master Association is the owner of the land that is subject to preservation easements, the Master Association shall comply with the restrictions in those preservation easements and shall cooperate with the holders of such easements to assist them in monitoring or compliance activities. For the Dryland Forest Reserve area, the Association will coordinate its activities with the owner of that area consistently with the terms of the applicable preservation easement. The "owner" for these purposes may be the "Palamanui Dry Forest Working Group" or the governmental or nonprofit agency which assumed management responsibility under the INCRMP for the dry forest reserve. The Environmental and Cultural Committee shall monitor the status of any such areas and may give such notice as is required for the Association to take action to obtain compliance with preservation plans or to remedy any noncompliance. Said committee will recommend to the board of directors those measures, including legal action, that should be taken to enforce the preservation plans. 1.6.5. Native Hawaiian Cultural Practices. The Environmental and Cultural Committee shall schedule meetings with the Cultural Advisory Committee and with Hiluhilu Development, LLC not less than once a year to review policies and guidelines for access by native Hawaiian practitioners to native plants and trees for noncommercial gathering activities. The committee shall also work with the University of Hawaii in providing access to preservation areas and native plants and trees for interpretive programs conducted by the University or by schools. EiluhilukeclassWICRMPEx42 rev051905fwa1 5 i 1.6.5.1. Relationship with Cultural Advisory Committee. The Environmental and Cultural Committee shall work with the Cultural Advisory Committee which was formed under the Integrated Natural Cultural Resource Management Plan to provide input and guidance for preservation and access to and use of native plants, archaeological and cave sites for the preservation of native Hawaiian cultural and gathering practices. The Environmental and Cultural Committee shall consider the input of the Cultural Advisory Committee in light of the purposes of the INCRMP and to facilitate those purposes to the extent reasonably possible. i Either Committee may ask that a neutral person knowledgeable in the matter in question be selected to help the Committees reach agreement. The Committee shall Ii meet promptly to discuss who can serve in that capacity and upon an agreement as to an appropriate person, the Committee shall cooperate in allowing the neutral person to j schedule further discussions. ~ If the Environmental and Cultural Committee is not able to reach agreement with the Cultural Advisory Committee, then either Committee may notify the President or Secretary of the Master Association to request that the board of directors review the situation in order to resolve it. Upon receipt of the request, the Secretary of the Master Association shall call a meeting of the board of directors at which both committees shall have an opportunity to explain the situation and provide acceptable resolutions for the areas for which there is no agreement. If the Master Association and the Cultural Advisory Committee does not reach agreement on a matter, that Committee or the Board of Directors of the Master Association can request appointment of a mutual person who is knowledgeable about the ~ subject in dispute and about cultural practices of native Hawaiians in North Kona to serve as an arbitrator to resolve the matter. The arbitrator shall conduct the proceedings with a view to reaching a fair and reasonable resolution of the matter in light of the cultural practices involved. The proceeding shall allow the Master Association and the Cultural Advisory Committee to present such information as they wish relating to the matter in hiluhilukulassWICRMPEx42 revO5l905fma1 6 dispute. The arbitrator need not conduct the proceedings in a trial like manner and may conduct separate discussions with either or both the Master Association and the Cultural Advisory Committee. The decision of the arbitrator shall be binding and the decision may be rendered to judgment under the applicable Hawaii arbitration statute. If the Master Association and the Cultural Advisory Committee are not able to agree upon the arbitrator within 30 days of the request, either of them may apply to the State Land Use Commission for appointment of an arbitrator, with notice to the other party. This request shall be accompanied by a list of not less than 3 names of persons i who are neutral in the dispute and who are knowledgeable about native Hawaiian cultural practices in the North Kona area. The other party shall respond to the request within 10 r days of the receipt of the request by either accepting one of the names prepared by the requesting party or by preparing its own list of persons (not less than 3 persons) who are neutral in the dispute and who are knowledgeable about native Hawaiian practices in the North Kona area. If the parties are not agreeable to one of the persons identified in the requesting party to the arbitration, the State Land Use Commission shall select a person named on one of the lists, unless one of the parties can show that the person is not neutral or lacks knowledge of native Hawaiian cultural practices. I The requesting party or the party receiving the request, may request an ~ opportunity to provide information on the selection. Such information may be provided in writing with a copy to the other party or during a telephone conference involving the State Land Use Commission and the parties. The parties may agree to an in person meeting ~ instead of a telephone conference, at such location as the State Land Use Commission sets. The State Land Use Commission may delegate any or all of its functions. The procedures and binding effect of the arbitrator appointed under this process shall be the same as an arbitrator appointed by agreement of the parties. hiluhilukeclassWICRMPEz42 rev051905fmal 7 1.7. The Master Covenants shall have an Article for General Design Standards that will apply to all land within Palamanui. The Article will include the following provisions: 1.7.1. General principles applicable to design standards. Grading and fill of land and building design and placement within Palamanui will be done with regard to their effect on significant view planes from Queen Ka'ahumanu Highway, from the University Village and from public roads within Palamanui. To the extent possible, site planning should take into account the existing land forms such as lava ridges, within the area of the activity. To the extent possible, design should consider placing buildings, landscaping and other improvements on the land so as ~ to incorporate existing topography and terrain features. 1.7.2. The board of directors may by resolution adopt a set of general design standards to guide future development of Palamanui and any Owner developing land shall have its design professionals consider and comply with the same in creating site plans, landscaping and building plans. 1.7.3. A standing committee known as the Design Committee shall review and approve the design standards which are adopted for the various component areas of Palamanui, including the University Village area. Those design standards shall be consistent with the general principle under these covenants and the general design standards of the Master Association and shall include provisions for review of plans for buildings and landscaping within the component area and enforcement of the design standards. The Design Committee shall include the President of the Master Association and such other members as the Board of Directors select. 1.8. Place Names. The Master Covenants shall also contain an Article covering designation of place names within Palamanui. The Article shall include the following provisions: 1.8.1. Purpose. The use of appropriate place names within Palamanui is a part of the community's effort to provide a link to the history and culture of this area. 1.8.2. The proposed names for streets, sub-communities within Palamanui and commercial buildings with more than one occupant or tenant shall be submitted for hiluhilu~eclasslII~ICRMPEx42 rev051905fma1 8 ( review by the Environmental and Cultural Committee. The request for review shall be in writing, signed by the person requesting review and shall specify the'context in which that name is to be used. The Environmental and Cultural Committee shall develop a method ~ for prompt review of such names to determine the appropriateness of the proposed name and shall notify the requesting person of a decision within 30 days of submission. Review may be by one or more committee members and by such resource persons (including members of the Cultural Advisory Committee and families from the Kekaha area) as the Environmental and Cultural Committee has available. A requesting person who wishes to have further review by the Environmental and Cultural Committee of any decision made on a requested name may request such review and upon such request ( the full Committee shall consider the same, providing the requesting person with the opportunity to appear at the Committee meeting and to provide such information as that person believes to be relevant. 1.8.3. Hawaiian names (both proper names and place names) historically associated with the area, Hawaiian names of native plants or trees found in the area, ( names of cultural or historical practices or events associated with the area or prior uses i of the land are preferred as a part of the name to be used. The requested name may also include a descriptive term for the sub-community, building, facilities or activity to be performed, or its owner. 1.8.4. The Environmental and Cultural Committee shall consider not only the proposed name, but the context in which that name is to be used. 1.8.5. The Environmental and Cultural Committee may allow use of names which are not among the preferred types of names if there is a bona fide reason for the ~ exception. 1.9. Budget and Assessment for cost of enforcing covenants and maintaining preservation areas. 1.9.1. The Board of Directors shall include in its annual budget, an amount for covenant administration and enforcement, an for sufficient amounts to pay for the hiluhilukuulass~QJCRMPEx42 iev051905fuud 1' expenses to adequately monitor and maintain preserve areas controlled by the Master Association for the Lowland Dry Forest Preserve area whether or not it is controlled by the Master Association, for the operation of the Environmental and Cultural Committee and the Cultural Advisory Committee. 1.9.2. The amounts so budgeted shall be included in the assessments imposed on the units in Palamanui. The allocation of assessment shall be in the same proportions as those for general operations expenses of the Master Association. fiiluhilu~reclassWICRMPEx42 revO5l905fmal lO RC-0291 Archaeological Preservation Plan for Twenty-Two Sites within the Palamanui Development Area r (TMK:3-7-2-05: 1 por.) y' ~ ; 91 Kau Ahu ua a P North Kona District Island ofHawai`i '~~1 I ~ PREPARED BY: Robert B. Rechtman, Ph.D. r PREPARED FOR: I Hiluhilu Development, LLC P.O. Box 7121 Kamuela, HI I January 2005 i RECFITMA NS ING~ LLC HC t &>x 4l u,~ai ~ 96749.9710 ' phone: (8 36: ax: (808) 443.OIXi5 email: acfanco~ Icingcom ARGIiAEO1,0OlCAl.'n~UL'fli$l1., k - RICAL $nfDIE6 ~RB I, ~ ~ ec-oz91 Archaeological Preservation Plan for Twenty-Two Sites within the Palamanui Development Area (TN1K:3-7-2-05:1 por.) , i i Kau phupua`a North Kona District Island of Hawaii i RECNT NSULTING , i RC-0291 Contents INTRODUCTION 1 PRESERVATION PLAN l Summary of Preservation Sites 1 Proposed Long Tetrrt Treatment of Preservation Sites 126 Interim Protection Measures 126 CONSULTATION .................................................................................................................................................126 IMPLEMENTATION OF THE PRESERVATION PLAN ....................................................................................126 REFERENCES CITED ...........................................................................................................................................128 Figures ' 1. Project azea location and previous azchaeological studies 2 map 2. Site location 3 3. SIHP Si[e 14338 possible hammerstone, overview .................................................................................................6 4. SIHP Site 14338 tube entrance view to east 6 5. SIHP Site 14339 plan view 8 ' 6. SIHP Site 14339 Feature A, view to east 9 7. SIHP Site 14339 Feature B tube enhance, view to west 9 8. SIHP Sire 14351 plan view ...................................................................................................................................10 r 9. SIHP Site 14351 Feature B plan view ...................................................................................................................12 10. SIHP Site 14351 Feature B view to south of northeast comer 12 I 11. SIHP Site 14351 Feature C plan view and TU-l6 profile ...................................................................................13 12, SIHP Site 14351 Feature C view to southeast l3 13. SIHP Site 14351 Feature C TU-16 base of excavation overview 14 14. SIHP Site ]4351 Feature E plan view and TU-15 profile 15 15. SIHP Site 14351 Feature E view to east 15 ' ] 6. SIHP Site 14351 Feature C horseshoe 16 _ 17. SIHP Site 14351 Feature E TU-I S base of excavation overview 17 18. SIHP Site 14351 Feature F tube entrance view to southeast 17 19. SIHP Site 14351 Feature F interior wall view to southeast 18 20. SIHP Site 14351 Fea[ure G tube entrance view to east 19 21. SIHP Site 14351 Feature H plan view and TU-17 profile 20 22. SIHP Site 14351 Feature H view to northwest 21 23. SIHP Site 14351 Feature H TU-17 base of excavation overview 21 24. SIHP Site 14354 plan view and TU-18 profile 23 25. SIHP Site 14354 view to southeast .....................................................................................................................24 26. SIHP Site 14354 small depression overview 24 27. SIHP Site 14354 TU-18 base of excavation view to east 25 28. SIHP Site 14358 tree branch view to west 26 29. SIHP Site 14359 view to south of enclosure's exterior northeast corner ............................................................27 30. SIHP Site 14359 plan view 28 31. SIHP Site 14359 view to south of opening in east wall 28 32. SIHP Site 14359 cement water trough view to north 29 33. SIHP Site 14360 plan view 30 34. SIHP Site 14360 view to northwest of plafform 31 35. SIHP Site 14362 and vicinity plan view 32 11 RC-0291 36. SIHP Site 14362, pbhoehoe cobble kerbing along south edge of trail, view to east 33 37. SIHP Site 14362, seMion of trail crossing 'a'6 flow view [o west 33 38. SIHP Site 14362 Feature A view to west 34 39. SIHP Site 14362 Feature B view to west 35 40. SIHP Site 14362 Feature C view to east 35 41. SIHP Site 14362 Feature D view to west 36 42. SIHP Site 14362 Feature E view to south 36 43. SIHP Site 14362 Feature F view to north 37 44. SIHP Site 14362 Feature G view to west 37 45. SIHP Site 14362, horseshoe found 50 meters east of Feature G along trail route 38 46. SIHP Site 14362 Feature H view to northeast 38 47. SIHP Site 14362 FeaNre I view to west 39 48. SIHP Site 14362 Feature J view to east 39 49. SIHP Site 14362 Feature K view to west 40 50. SIHP Site 14362 Feature L view east 40 51. SIHP Site 14362 Feature M view to west 4I 52. SIHP Site 14362, sake bottle found in a lava blister 41 53. SIHP Site 14362 Feature N view to east 42 54, SIHP Site 14362 Feature O view to north of staked southern side 42 55. SIHP Site 14362 Feature O view to south of collapsed northern side 43 56. SIHP Site 14362 Feature P view to north 43 57. SIHP Site 14362 Feature Q view to north 44 58. SIHP Site 14362 Feature R view to northeast 44 59. SIHP Site 14365 view to south 45 60. SIHP Site 14365 plan view .................................................................................................................................45 61. SIHP Site 14366 plan view .................................................................................................................................47 62. SIHP Site 14366 view to south 47 63. SIHP Site 14367 plan view 48 64. SIHP Site 14367 Feature A paved azea and makai blister opening view to west 49 65. SIHP Site 14367 Feature B overview to eas[ 49 66. SIHP Site 14367 Feature B plan view 50 67. SIHP Site 14368 view to southwest from Feature C towards Feature A 5] 68. SIHP Site 14368 Features A-D plan view 52 69. SB3P Site 14368 Feature A terraces view to east from inside lava tube 53 70. SIHP Site 14368 Feature B-10 view to south 54 7l. SIHP Site 14368 Feature B-I I view to west 55 72. SIHP Site 14368 Feature C paved path leading into opening view to north 56 73. SIHP Site 14368 Feature C upper paved terrace and eastern tube rntrance view to east 56 74. SIHP Site 14368 Feature C lower terrace view to southwest 57 75. SIHP Site 14368 Feature D and nearby wooden pole view to west 57 76. SIHP Site 14368 Feature Dclose-up view to north of collapsed southeast side 58 77. SIHP Site 14368 Feature E view to east 59 78. SIHP Site ] 4368 Feamre F view to south 59 79. SIHP Site 14375 plan view 61 80. SIHP Site 14375 Feature A inaccessible tube opening view to west towards Feature A-1 62 81. SIHP Site 14375 Feature A-1 fire ring with ash concentration view to west 62 82. SIHP Site 14375 Feature A-( terrace along north wall of Nbe view ro east 63 83. SIHP Site 14375 Feature A-2 view to west 63 84. SIHP Site 14375 Feature A-3 view to east 64 85. SIHP Site 14375 Feature A-3 view to east (terrace in foreground) 65 86. SIHP Site 14375 Feature B stacked pShcehoe slabs view to east 66 87. SIHP Site 14375 Feature C view from southwest comer to the southeast 66 iii RC-0291 i 88. SIHP Site 14375 Feature C cleazed azea view north from ground surface along southern edge 57 89. SIHP Site 14375 Feature C paved azea under overhang view to southeast 68 90. SIHP Site 14375 Feature C papamu overview 68 91. SIHP Site 14375 Feature D view to northeast 69 92. SIHP Site 14375 Feature E collapsed blister and tube entrance view to east 70 93. SIHP Site 14375 Feature E papamir view to south 70 94. SIHP Site 14375 Feature E subsurface chamber view to west 71 95. SHIP Site 14375 Fearure F view to north 71 96. Mauka cluster of features in SIHP Site 23862 (from Rosendahl 1973) 73 97. SIHP Site 23862 Features 1-11 plan view 76 98. SIHP Site 23862 Feature ]view to east 77 99. SIHP Site 23862 Feature 2 view to southeast 77 100. SIHP Site 23862 Feature 3 northern paved area view to west 78 101. SIHP Site 23862 Feature 4 view to southwest 78 102. SIHP Site 23862 Featttre 5 view to west 79 ] 03. STHP Site 23862 Feature 51'U-2 south wall profile 8l 104. SIHP Site 23862 Feature 5 TU-2 base of excavation view to south 81 105. SIHP Site 23862 Feature 6 view to southeast 82 106. SIHP Site 23862 Fearure 6 TU-I profile 82 107. Basalt harnmerstone and abraders (1 wral, 6 Echinoidea) recovered from TU-l 84 108. SIHP Site 23862 Fearure 7 view to west 84 109. SIHP Site 23862 Feature 8 view to east 85 110. SIHP 23862 Feature 9 view to east 85 111. SIHP 23862 Feature 10 view to the eas[ 86 112. SIHP Site 23862 Feature 10 TU-3 east wall profile 87 113. SIHP Site 23862 Feature I 1 TU-3 view to east 87 114. SIHP Site 23862 Feature 11 overview 88 1 I5. SIHP Site 23862 Feature 12 view to the south 88 ] ]6. SIHP Site 23862 Features 12-14 plan view 89 117. SIHP Site 23862 Feature 13, plan view of west chamber (from Rosendahl 1973:26) 91 118. SIHP Site 23862 Feature 13, Table 4 from Rosendahl (1973:28) listing recovered remains 92 119. SIHP Site 23862 Feature 13 entrance and surface marine shell scatter, view to the west 93 120. SIHP Site 23862 Feature 13 cave interior with mesh screen, view to the west .................................................93 121. SIHP Site 23862 Feature 14 view to the west 94 122. S)HP Site 23862 Features 15-18 plan view 95 123. SIHP Site 23862 Feature 17 view to west 95 124. SIHP Site 23862 Features 19-29 plan view 97 125. SIHP Site 23862 Feature 21 view to the southwest 98 126. SIHP Site 23862 Feature 22 view to the west 98 127. SIHP Site 23862 Feature 23 view to the southeast 99 I28. SIHP Site 23862 Feature 25 view to the northwest 100 ] 29. SIHP Site 23852 Feature 26 view to the northeast 100 130. SIHP Site 23862 Feature 29 plan view 101 131. SIHP Site 23862 Feature 29 petroglyph group #3, overview 102 132. SIHP Site 23862 Feature 30 plan view 103 133. SIHP Site 23862 Feature 30 view to southeast 103 134. SIHP Site 23864 plan view .............................................................................................................................105 135. SIHP Site 23864 view to the north ..................................................................................................................106 136. SIHP Site 23864 close-up of filled gap view to the west 106 137. SIHP Site 23864 close-up of upright pShaehae stabs view to the northwest 107 ' ]38. SIHP Site 23864 overview of waterworn cobbles and coral 107 139. SIHP Site 23865 view to the northeast toward Site 23870 ..............................................................................108 iv RC-0291 140. SIHP Site 23870 Features A-D plan view 109 141. SIHP Site 23870 overview of property marker 110 142. SIHP Site 23870 Feature A overview of makai blister opening 110 143. SIHP Site 23870 Feature A mauka blister opening view to south 111 144. SIHP Site 23870 Feature A interior view ro east 111 145. SIHP Site 23870 Feature B view to south .......................................................................................................112 146. SIHP Site 23870 Feature C view to west 112 147. SII-IP Site 23870 Feature C TU-]3 south wall profile .....................................................................................114 148. SIHP Site 23970 Feature C TU-13 view to south ...........................................................................................114 149. SIHP Site 23870 Feature D view to north toward Feature B 115 150. SIHP Site 23870 Feature E plan view l l6 151. SHIP Site 23870 Feature E view to west ........................................................................................................117 152. SIHP Site 2387D Feature E view to the northeast showing stacks on platform's surface 117 153. SIHP Site 23870 Feature E TU-12 west wall profile 118 154.SIHP Site 23870 Feature E TU-12 view to west 118 155. SIHP Site 23873 view to southwest 119 156. SIHP Site 23904 south edge view to northeast 120 157. SII{P Site 23904 north edge view to southeast 121 158. SIHP Site 23904 plan view .............................................................................................................................121 ] 59. SIHP Site 23905 view to east 122 160. SIHP Site 239D8 tube entrance view to northeast 123 161. SIHP Site 23909 plan view 124 162. SHIP Site 23909 Feature A view to north 725 163. SH3P Site 23909 Feature B view to north 125 164. Palamanui conceptual development plan showing preservation azeas 127 Tables Table 1. Archaeological sites to be preserved 1 Table 2. Recovered cultural material from SIHP Site 14351 Featwe C TU-16 11 Table 3. Recovered cultwal material from SIHP Site ]4351 Feature E TU-15 16 Table 4. Recovered cultural material from SIHP Site 1435] Feature H TU-17 19 Table 5. SIHP Site 14351 Feature I agricultural features 22 Table 6. Agricultural features of SIHP Site 14368 Feature H 54 Table 7. Features recorded at SIHP Site 23862 and their previous designations 74 Table 8. Recovered cultural material from SIHP Site 23862 Feature 6, TU-1 83 Table 9. Recovered cultural material from SIHP Site 23862 Feature ] 0, TU-3 86 Table ]0. Recovered cultural material from SIHP Site 23870, Feature C, TU-13 113 Table ] 1. Recovered cultural material from SIHP Site 23870 Feature E TU-12 118 v RCA291 INTRODUCTION At the request of Hiluhilu Development LLC, Rechtman Consulting, LLC has prepared this azchaeological sites preservation plan following the completion of an intensive azchaeological inventory survey (Clark et a1.2004) of a roughly 725-acre property (TMK:3-7-2-05:1 por.) in Kau Ahupua`a, North Kona, Island of Hawaii (Figwe 1). This property was a portion of a larger (1000 acre) property that was subject to an azchaeological inventory survey in 1990 (Schilz et al. 1990) by Ogden Environmental and Energy Services Company, Inc. (Ogden) [the Bishop Museum (Ching 1970, 1971; Ching and Rosendahl 1968; Rosendahl 1973) and PHRI (Rosendahl 1990) also conducted azchaeological fieldwork on portions of this property]. The Ogden report was submitted to DLNR-SHPD and approved. However, based on subsequent fieldwork in the upper portion of the original project azea, both the current landowner and DLNR-SHPD felt the earlier work was suspect and that additional archaeological inventory survey fieldwork would be warranted. Theca suspicions were correct; Ogden had recorded only 50 sites, which were subsequently collapsed into 34 sites with an additional 83 sites (Clark et al. 2004), a difference of over 244%. A Cultural Impact Assessment (Orr 2003) was also prepared for the current project area As a result of the addendum azchaeological inventory survey (Clazk et al. 2004}, twelve sites were approved for preservation by DLNR-SHPD; additionally, fow sites that were approved for no further work will fall into preservation areas, and another six sites approved for data recovery will instead be preserved. Thus, the current document details the plans for preservation of twenty-two sites in all. Each of these sites is described below, followed by a presentation of the preservation approaches. ` PRESERVATION PLAN Summary of Preservation Sites As noted above, twenty-two sites will be preserved within the Palamanui Development area (Table 1). Site locations j are shown on Figure 2. Table 1 Archaeological sites to be preserved. _ _ SIHP No. Temporal A~/iation Site Description Significance SHPD Approved Treatment 14338 Precontact Isolated fmd in lava tube D No further work 14339 Precontact Lava tube habitation D Data recovery ~ 14351 Precontact Habitation complex D Preservation 14354 Precontact Habitation Terrace D Data recovery 14358 Precontact Isolated fmd in lava tube D No further work 14359 Historic Period Cattle encloswe D No further work 14360 Precontact Neiau D, E Preservation 14362 Precontact Trail D Preservation 14365 Precontact Lava mbe habitation D Data recovery 14366 Precontact Habitation platform D Preservation 14367 Precontact Lava mbe habitation D, E Preservation ' 14368 Precontact Habitation complex D, E Preservation 14375 Precontact Lava mbe habitation complex D Preservation 23862 Precontact Habitation complex D, E Preservation 23864 Precontact Habitation enclosure/shrine D, E Preservation 23865 Historic Period Road bed D Preservation 23870 Precontact Habitation complex D Preservation 23873 Precontact Trail D No further work 23904 Precontact Modified outcrop habitation D Data recovery 23905 Precontact Habitation encloswe D Data recovery 23908 Precontad Lava mbe habitation D Preservation 23909 Precontact Habitation platform D Data recovery 1 RC-0291 ~ - ai y- a w r l ~ ~`~141 ~ ~ ..ry \ P L Il lr lI I O g Ni~ i ~ ~ I ~ ~ ~ ~ y ~ \ I ' ~ 1 ' f s Ali' s. \ `l.' J ~ . ~ II ^ 1 ~ I ~ , I 1 <r .g :~s 9~.x.,,~ .Ali ~_y. ~ I 1 1 1 4 t E IFT AND OF ]iAWAl I '1+~ I ~ _ 7_ • ! i 1 i ~ / - ~ ~ ~ ~ ~ i-F-Y"' ' ' b`" ~ ' ~ ~ Rosendahl 1990 . e ~ ~ 1 iJ e ' / ~ ' / ¦ =Current project area ~ < l ~ a m ,i a / 1, . = Shiltz et al. 1990 ~ z Rosendahl 1973 ~>A/~ < ~C it , (Figure adapted from Schila et al. 1991). / J ~e` ~ (Ching and Rosendahl 1968; Ching 1970, 1971 . 1 x. i 9 I~jyy / / 1 ~ ,;j p ~1 / ~ J ~P^ •r....y ! •a I = xlbx ~pdN9ryy ~.r11 / ~ 1}. i yi 1///I~('~. j0i / 11 _ ~ l~ 1VOIdq`, 13IOHY3ly'~~ I ill. i8~ / ' ,%'if 1 ~ iJad - X..-_ 4 -1\ : ~ L.I ~f ~ 1 N ~1.V_ J~ F6 . / A T / I X r ` / ~ ~ ~ ~ ~ x yr /C Figure 1. Project azea location and previous archaeological studies. 2 I RC-0291 1 ~ Mateh Tine to page 4 1 1 1 1 ` I I ) I I /1/1 i I jI 1 1 ~1 1 Z 1 i I i i SIHP Site 23868 1 i ! 1 1 11 Iii ! lil i 1-- I~„ ! ~p ~ •SIHP Site 14369 / i SIHP Site I~~\ i 23869 ~ i ~ . 1 0l s° 110 ' i i ~ i Scale in meters 1 S2 864 I\~\ SIHP /Site 23866 i ' I i vv~v •SIHP Site 23863 ~ ! i `r, ; ! arurch caN 1\ f\\ ~ 1 • \ N I 1 1 ! ~P~ "`~.QSv~~,A3~6 I Le end i I I - • - • - =Property Boundary I i ii / ! =Access road ~ / 1 =Bulldozer cut i i ~ - i - =Trail ~ i III 1 ~ ~ SIHP Site SIHP Site 23867 ~ =Historic road bed • w°°~°m `°"h'" i i ••.l 14377 1 =Subsurface extent of I lava tube I i i 1 =Historic fence line 'I i Q =Lava tube entrance II A; SIHP Site 14378 I =Site boundary I 3o ii ac ti~ i =Archaeological features I I I i F =Edge of pbhoehoe krpuka 1 SIHP Site 23862 i i ~ ~ i =Agricultural feature of 1 o it i SIHP Site 14342 I I is a olo ~I \ I lz~is 18 t3 z ! ~ zd• •.zs O o~ ii / 19~ n 1 Iza it ]s ~ I I _ I ~ N:ar°'^y~~ Figure 2. Site location map (continued on pages 4 and 5). 3 RC-0291 Match line io page 5 I ~ N 11 ~E 1 1 M 1 -P~......p 1 1 \ °_e I y 1 0° ~ h \ SIHP Site 14375 I 1 a; ~ i i x' ; ©o ~ i '1 ~ •SIHPSite 23880 1 1 B°`"`~ °SIHPSite 14372 ~ ; Q i 1. SIHPSite 23881 SIHP Site 23876 ~1' ! 1 I i ~ \ of SIHP Site 23875 ~ I 1 W~tmvdn SIHP .Slte ~ I N ' • 1 23878 M ! 1 i - v,-~. ' u :,8 ":SIHPSite 14367 ! 1 i p`' ! i SIHP Site ° SIHP Site 23874 ! ; I y S[HP Site 23877 t, ~ 23g~3 SII~P Site oSIHP Site 14373 I ,1 23879 'I j 1 SIHP Site j ~ j 1 23872 ~ ' i ! m~ ` I i i \ I 1 1 ! t I 1 o;; c ® j M1, EI 1 ~ ~=~~i1' V i~l • ~ 1V1 ' " SII-IP Site 14374 I I I 1 ~ if •E ~ 2 i 1 Q•F / 1 j / I I I 1 I ~ O~ I j j Scale in meters ~ I tit 1 i I i j i I j ~ 1 i (//1~ i Match line to page 5 / I Figure 2. Site location map (continued; see page 3 for map legend). 4 RC-0291 r ~Z SII-IP Site , Makakalei Estates Subdivision 14342 Scale in meters _ _ . - • - ; i _ SIHP Site ~ '"'~.~B~n.~>,r^w i I ~ SIHP Site 14339 ~ SIHPSite• i - _ - "o ' - 23899 0 ~ ~ SII-I~P Slti; 23901' ' , ' . i ~ I 23900; 1 &ary ~ . I •SIHP Site 14338 ~""'°•d*~ a SIHP Siteo4340 o SIHP SiF`e~~4354~•? ~43\' oSIHPSite_23904° •'t` ' 1 SIHP Sit 143A ~ SIHP Site 23905 ° ' ° oSIHF, Site 23906 i o~: 1 °o i. : ~ 1 i i SIHP Site 1434: ^SIHP Sit N ; ' i ~ ~ p SIHP Site 14341 SII3P Site SIHP Site`•~'~' 23898 ~ • i 14345 23897 F SIHg,Site 14351 ~ ~ i SIHP Site 14344 u SIHP Site c ; ~ ' i 23896 e SIHP Site e n~ SIHP Si[e 23907 • 14347 SIHP Sit SIHP Sit - ~ ~ I 14350 ! 14C3~59 ~ " ! i ~ ( V rol SIHP Sit 14360 t' SIHP Site SIHP Sit'•. v • 1 ~ 1 14348 23909 i i e s'~ .SIHP Site i ` i 2~908'~" . 1 I SIHP Sit SIHP Sit SIHP Site,,l43b6. o i ' I 3903 14358 " i i i SIHP Site ~ • 5~ ~ SIHP Site 14365 23902 I o> . ! A~ f i .1t0,: ~ 13rmcM1 wN ~ i I .J.4S'. 1 I S SIHP Site SII\ ite 23894 ! i 23895 a• ~ c ! 1 ~ ~ SIHP Site 23885 1 i SIHP Site 14349 y o SIHP Site 23886 SIHP Site I ° 23892 p SIHP Site 14371 1 i SIHP Site 23893 \ i ~ = ~ - .SIHP Sit i \3884 1 I rn ::•aw• ~ i SIHP Sit 23890 ~ SIHP Sit ~ SIHP Sit ! :'~SIHPSit 23888 ~ 23883 1 1 23891 j i \ i ~ I i SIHP Site 23889 ~1 ! i ~ 1 M: 11 i =x~•n~ ~ 1 SIHP Site 23882 1' 1 ~ ; ~ SIHP Site 23887 e i ' • ~ i i x , SIHP Sife-T43~5 ~ Mazch tine ro 4 1 F 1 Figure 2. Sit location map (continued; see page 3 for map legend). 5 i RC-0291 SIHP Site 14338 Site 14338 is a lava tube and associated fractured water-wom cobble located in the northeast corner of the project area along the eastern property boundary (see Figure 2). The tube entrance is accessed through a deep sink area 5 meters in diameter by 2.5 meters deep with vertical edges. A fractured water-wom cobble with use marks (possibly a hammerstone) was found on the Bound surface within this sink area (Figure 3). The subsurface portion of the tube can be accessed through an entrance along the eastern edge of the sink (Figure 4). There is a vertical descent of approximately 4 meters of loose cobble rubble to the floor of the tube. The subsurface passageway runs approximately 70 meters east to a secondary opening and 55 meters west to a dead end. No additional cultural remains or cultural modifications were encountered within the subsurface extent of the lava tube. The water-wom cobble appeazs to be an isolated artifact. 1 e.~ii~. e _ ~ A+~ w' a ' 'f4. try ~~~!i d,. i G . F tea. , ! ti Figure 3. SII-IP Site 14338 possible harnmerstone, overview. . r y 4,tv } 7..y,'^:,. ~ Ate:. ~ k -~3R~.M ~ 'T w ~ i ~ ~ ~F y- Figure 4. S1HP Site 14338 tube entrance view to east. 6 RC-0291 SIHP Site 14339 Site 14339 is a habitation tube located in the east central portion of the project azea near the eastern property boundary (see Figure 2). The site consists of a modified overhang within a collapsed bedrock sink (Feature A) and a habitation azea located at the western end of the sink within a lava tube (Feature B). The sink azea measures approximately 25 meters long by 7 meters wide; the subsurface portion of the lava tube measures 8 meters wide and runs west for approximately 45 meters before pinching out. The sink is bordered to the south by a pbhoehoe lava flow and to the north by an 'a'8 lava flow. Habitation debris including marine shell and kukui was observed at Feature B. Site 14339 likely served a Precontact temporary habitation site. Individual feature descriptions follow and their locations aze shown on Figure 5. Feature A Feature A is a modified overhang located along the southern edge of the sink azea 15 rrletets east of Feature B (see Figure 5). The feature measures 8.3 meters long by 3.5 meters deep, but the natural overhang is only 1.6 meters deep with an interior height of 1.1 meters. The interior portion of the feature sits lower than the external ground surface. Modified portions of Feature A consist of a stacked pbhoehoe slab and cobble wall at the northeastern end of the overhang (5.0 meters long, 1.3 meters wide, 1.2 meter interior height, and 0.9 meter exterior height; Figure 6 (9 photo in 0137)) and pbhoehoe slabs placed vertically at the western end to create an additional enclosed azea. Also at the western end of the feature is a loosely stacked collection of 'a'd and pdhoehoe cobbles 2.0 meters long by 1.0 meter wide and 82 centimeters high along its interior edge. A possible entryway to the feature exists between the two modifications at the western end of Feature A. Both cobble rubble and thin soil are present within the overhang. Feature A likely served a habitation function. Feature B Feature B is a habitafion azea located within a lava tube at the western end of the sink azea (see Figure 5). Feature B { is accessed through an opening in the pdhoehoe bedrock that measures 2.5 meters long by 1.0 meter wide (Figure 7 (10 photo in 0137)). The subterraneous portion of the lava tube runs approximate 45 meters west, but only the first 12 meters contained cultural debris. The tube floor in this area has been mostly cleared of cobble rubble leaving i smooth bedrock floor. Cultural debris found at Feature B included a G}~praea fragment, kukui fragments, and a stick that was charred at both ends. It appeazs that Feature B, like Feature A, was used for habitation purposes. f S1HP Site 14351 ~ Site 14351 is a walled habitation/agricultural complex located in the southeastern portion of the project azea (see Figure 2). Together these features represent a Precontact permanent habitation azea with associated agricultural features. The complex consists of 9 features including an enclosing wall (Feature A), two terraces (Features B and D), two enclosures (Features C and H), a modified outcrop (Feature E), two small habitafion tubes (Features F and G), and 12 agricultural features (Feature I). Three 1 x 1 meter test units were excavated at Features C, E, and H. Cultural remains recovered from these (with the exception of a single horseshoe discovered on the surface of Feature E) were consistent with a Precontact habitation function for the site. Two radiocazbon samples collected (Beta- 17376, 17377) from this site (Features C and E) produced conventional radiocarbon ages of 210f60 e.r. and 230f70 13.P. respectively, with 2 Sigma calibrated results of n.D. 1460 to 1950 and intercepts of a.n, 1650-1660, further reinforcing the Precontact nature of this habitation azea. Feature A (the enclosing wall) however, may have been a later addition to the site in eazly Historic time as grazing aniznals became more of a nuisance in the azea (the presence of a horseshoe also points to later or continued use). Subsequent data recovery efforts will help further refine the temporal associations of the features within Site 14351. Feature H, the likely main habitation at the site is slated for preservation. All of the Features aze discussed individually below and their locations aze shown on Figure 8. Feature A Feature A is a collapsed wall that almost entirely encloses Site 14351 (see Figure 8). The wall is constructed of both 'a'a and pdhoehoe cobbles. It was formerly stacked (perhaps even core-filled), but is now neazly completely collapsed. The most intact sections of Feature A measure l.a-1.5 meters wide and stand 0.5-0.8 meters high. The wall may have been constructed to keep pigs and/or cattle out of the habitafion/agricultural azeas of Site 14351. Feature A is not present in azeas where natural barriers exist; such as near Feature B where a steep slope (facing generally to the west) would have proved an ample deterrent to animals, or neaz Feature D where a naturally occurring bedrock outcrop could accomplish the same purpose as the wall. Also, where Feature A crosses Feature G (a sinkhole), that feature would deter animals from entering the corrtplex. Entry into the complex was most likely 7 RC-0291 (90 (120) r-~----Natural overhang azea Feature A (azl Possible Uprightpdhoehoe slabs entryway U Id N N (O 0 ~ 0 e Tube o entrance 0. Kukui fragments ~ Oj ? 4 ~ Feature B Cellana shell fragment Scale in meters ~ ~ i 1 (Heights in centimeters) + + j Cleared azea + ~ + ' ~ ~ Stick ~ % (charred at both ends) =Natural contour ' =Subsurface extent of tube =Edge of cleared area Tube continues approximately 30 meters west Figure 5. SIHP Site 14339 plan view. 8 RC-0291 3 'i~ r Y ;t ~ u s• , s~ a ry a ~ Figure 6. SII-IP Site 14339 Feature A, view to east. I > Y t Meg ~ ~i' 1 ~.T~ ~~ts~ ~ a~v~ ~ " - I+'.^y f~ ~ j I i )l ~ ~ I \d . Figure 7. SII-II' Site 14339 Feature B tube entrance, view to west. 9 RC-0291 D Feature A Feature B a Feature C Feature D I-1 ? Feature E I-5 I-3 I-6 ~ O OI-2 O I-8 I_y O p OI_~ O O ' I-11 I-10 Feature F Feature A Feature A I-12 p~ Ip I . Scale in meters =Tube entrance - Feature H ~ =Natural scope ---III------- =Subsurface extent of tube Feature G -Extent of terrace I-#O =Agricultural feature Figure 8. SIHP Site 14351 plan view. 10 RC-0291 accomplished through one of two seemingly purposeful breaks in Feature A; one near Feature H and another neaz Feature D. Feature B Feature B is a lazge terraced platform located at the extreme eastem end of Site 14351 (see Figure 8). The feature is constructed to the south against a steeply sloping (10 degree) 'a'6 flow that also rings the feature to the east and north. AChristmas-berry tree is growing out of the center of the feature and a lazge kukui tree and a large wiliwili tree are present near its perimeter. Feature B measures 7.0 meters long (east/west) and 6.0 meters wide (north/south) (Figure 9). The exterior edges of the feature are constmcted of neatly stacked 'a'ii cobbles (Figure 10 (45 photo in 0137)), while the level platform surface is paved with small `a'fi cobbles and pebbles. A large section of the north edge has collapsed, along with small sections of the west edge. The east side of the platform measures up to 1.5 meters high, the north up to 1.25 meters high, and the west side stands 1.0 meter high. The south edge has no height, as it is level with the sloping bedrock ground surface. A possible internal division was noted in tfie northwest comer of the feature, as evidenced by an alignment of 3 'a'6 cobbles on the platform surface. A large pdhoehoe slab was discovered laid flat neaz the platform's southwest comer. No cultural material was observed on the surface of Feature B and it was not excavated as it is slated for preservation. Nevertheless, as the lazgest construction at Site ' 14351 representing the greatest time investment, Feature B likely served as the main habitation azea and probably supported a roofed stmcture. Feature C I ' Feature C is a squaze enclosure located outside of the enclosed azea in the eastern portion of Site 14351 approximately 10 meters south of Feature A (see Figure 8). The enclosure has exterior dimensions of 4.7 meters long (east/west) by 4,4 meters (north south) wide (Figure 11). The walls are constructed of small to medium sized piihoehoe cobbles and have an average width of 80 centimeters (Figure 12 (47 photo in 0137)). The north and south walls stand up to 60 centimeters high; the east wall, which is partially collapsed into the enclosure, is 80 centimeters high; and the west wall is 50 centimeters high. A possible entryway, marked by a wall break, was noted in the center i of the west {makai) wall. One large pdhoehoe slab was observed laying flat in the interior neaz the entrance. A 1x1 meter test unit (TU-16) was excavated in the south central portion of Feature C. Excavation of TU-16 revealed atwo-layer stratigraphic profile (see Figure 11). Layer I consisted of an azchitectural layer of small 'a'a cobbles and pebbles. A concentration of kukui shell was observed in the southeast comer of TII-16 at a depth of 16 centimeters below surface, but was al] naturally occrtrring (and not collected). A fractured basalt adze fragment was the only cultural material recovered from Layer I (Table 2). Layer II consisted of dazk brown (7.5 YR 3/2) fine silt mixed with 'a `d gravels. Remains recovered from this layer included rodent bones and chazcoal (see Table 2). Excavation of TU-16 temilnated at bedrock 70 centimeters below the unit's surface (Figure 13). Table 2. Recovered cultural material from SIHP Site 14351 Feature C TU-16. ACC# Layer Marerial Species/Iype Count MNI Weight (p~ 121 I Basalt Adze fragment 1 - 94.7 122 II Bone Rodent 2 1 0.1 123 II Organic Chazcoal - - 1.9 _ The chazcoal sample recovered in the screen from Layer II (ACC # RC-0137-123) was sent to Beta Analytic, Inc. for radiocazbon analysis (Beta-173877). The cazbon sample produced a conventional radiocazbon age of 230f70 B.P., or a 2 Sigma calibrated result of n.D. 1460 to 1950 with an intercept of A.n, 1650. Feature C may have functioned as a small living azea, or perhaps, based on the presence of the adze fragment and the lack of other debris, as a work area. 11 RC-0291 i Collapsed \ Q25) (l50) _ ~ Possible intemal 1 division ~ 1// Kukui tree l Natural sink /\(w)/) ~ F~ Level area paved with deprCSSton small 'a'a cobbles and~/ pebbles. J Wiliwli tree Q ICI Large pahoehoe ~ (70) ~ slab O 4 O _ -II _ -I~ -I I -I II -I ~ ~ 1 ? -I I =Bedrock _ I ~ L-J-J _I I _I I I ~ Scale m meters ~ -Tree =I I (hdghb iv cenUmclm) Figute 9. SIHP Site 14351 Feature B plan view. F Figure 10. SIHP Site 14351 Feature B view to south of northeast comer. 12 RC-0291 Pahoehoe slab Paved with small 'a a 'CU-16 east wall profile Q (a3) cobbles. ~ of i~ I Scale in centimeters (49) Projected La er I ~ original y Possible entryway edge of ) stacking t..zgs X27) _ Layer II Bedrock O (34) Layer I-Architectural layer consisting of piled 1 2 'a'a cobbles and pebbles mixed with dazk brown (7.SYR 3/2) fine silt. A ~ Layer II- Dazk brown (7.SYR 3/2) fine silt Scale in meters (heights in centimeters) mixed with gravel. Figure 11. SIHP Site 14351 Feature C plan view and TU 16 profile. 1 4 `rel. Figure 12. SIHP Site 14351 Feature C view to southeast. 13 RCA291 - . ~rf i' ~ . r L.; r x~7 ~ ~r Figure 13. SII-IP Site 14351 Feature C TU-16 base of excavation overview. Feature D Feature D is a terrace located approximately 17 meters west of Feature B (see Figure 8). The terrace is constructed against a pdhoehoe bedrock outcrop that slopes to the southwest. Feature A runs west from the westem edge of the feature. The terrace measures 6.0 meters long by 5.0 meters wide with an average height of 1.0 meter along its westem (down slope) edge. It is constructed of stacked pdhoehoe cobbles and boulders, with the westem edge stacked up to eight courses high. The surface of the feature is paved with small pdhoehoe cobbles. Some collapse was observed along the south edge of the terrace. Feature D may have functioned as a living azea (like Features B and E) or, perhaps, because of its position against a steeply sloped bedrock outcrop adjoined with Feature A and lack of observable habitation debris, as a paved level entryway along the south edge of the enclosed area. Across Feature D from south to north would have (when Feature A was still intact) offered the easiest access into the complex in this portion of Site 14351. Feature E Feature E is a modified outcrop located approximately 18 meters northwest of Feature D (see Figure 8). The bedrock outcrop is modified with stacked pdhoehoe cobble alignments along i[s south and west edges (Figure 14). The feature is roughly square, measuring 2.4 meters (east/west) by 2.3 meters (north/south) by up to 53 centimeters high (Figure 15 (50 photo in 0137)). Small pdhoehoe and 'a'6 cobbles create a roughly paved level surface against bedrock to the north and east. A horseshoe was found at the east edge of the feature and collected (Figure 16). A 1x1 meter test unit (N-15) was excavated in the southwestern portion of the site. Excavation of TU-15 revealed a two-layer stratigraphic profile {see Figure 14). Layer I, the azchitectural layer, consisted of small to large sized pdhoehoe cobbles with a thin paving of small 'a'd cobbles and gravels. A C~praea shell fragment and kukui (naturally occurring} were recovered from this layer. Layer II consisted of a thin deposit of very dark brown (1 OYR 2/2) fine silt mixed with 'a'd and pdhoehoe gravels beneath Layer I on bedrock. Cultural material recovered from Layer II included marine shell fragments, Icukui (naturally occurring), and chazcoal (Table 3). Excavation of TU-IS terminated at bedrock 40 centimeters below the trait's surface (Figure 17). i4 RC-0291 I- O Horseshoe TU-15 west wail profile a o to zo Scale inL centi J lets La er I X531 N~~ O Nx v Layer II Bedrock ' Layer I-Architectural layer consisting ofpzfhoehce 0 „ ~ 1 and 'a a cobbles with smaller cobbles and iLL_`-~.`~'J.'-JJ~ pebbles at the surface. Scale in meters Layer II- Very dark brown (lOYR 2/2) fine silt (heights in centimeters) mixed with gravel. A ~ I ~ _ = P3hoehoe bedrock ~ Figure 14. SIHP Site 14351 Feature E plan view and N-15 profile. i i dr •l. Figure 15, SIHP Site 14351 Feature E view to east. 15 RC-0291 ' ~ ,i ~l ~ll9,l~s;~~tll~ z I ~ ~ ~ P I,I}"~~~ ~k~~tl~t ~i ~'t i~~r~~ ~ ~ ~ r, dp ~ a~, ~~V .F,,: Figure 16. SIIIP site ]4351 Feature C horseshoe. Table 3. Recovered cultural material from SIIIP Site 14351 Feature E TU-15. ACC# Layer Material Species/type Count MNI Weight (pJ 116 I Shell Cypraea 1 1 26.2 117 I Organic kukui 43 4 32.5 118 II Shell Cypraea 6 4 8.8 119 II Organic kukui 250 4 110.5 120 II Organic Charcoal - - 3.1 The charcoal sample recovered in the screen from Layer A (ACC # RC-0137-120) was sent to Beta Analytic, Inc. for radiocarbon analysis (Beta-173876). The carbon sample produced a conventional radiocarbon age of 210f60 B.P., or a 2 Sigma calibrated result of w,D. 1520 to 1950 with an intercept of w.D. 1660. Feature E, like Feature C, may have functioned as a small living azea, or perhaps as a work area. Feature F Feature F is a habitation tube located in the north central portion of Site 14351 (see Figure 8). The tube is accessed through a collapsed section of `a'd bedrock that measures 1.0 meter in diameter (Figure 18). A subsurface passageway (4 meters wide) runs at 160 degrees (mauka) for 9 meters to a point where a stacked pnhoehoe cobble and slab wall (80 centimeters high) runs across the tube passage (Figure 19). Cultural material observed on the surface in this azea of the tube consisted of one fire-cracked water-wom cobble possibly used as a hammerstone, one sherd of volcanic glass, numerous pig (Sus) bones including several mandibles, and kukui fragments. Beyond the stacked wall the tube continues for 10 meters before pinching out and becoming impassible. No cultural matezial was observed beyond the wall. 16 RC-0291 { ~ A ` 4. ~ 1 J _r .i ~.:'.~~j _ ~ Ci, ~ . I 'y` x~ .A r ~ _ Figwe 17. SIHP Site 14351 Feature E N-15 base of excavation overview. r, .r r ~ ~ z ~SF LC ~}r..S 4; h f k ifiY t. 4 'if yt lRlRlR~~~ t"~ r~ Y^ ~ l Y ~ ' ` ~ 13 _ Figure 18. SIHP Site 14351 Feature F tube entrance view to southeast. 17 RC-0291 .ti - '4.. 1 t~ Y G1 I Y ~t Y~ r. i ' '4 Figure 19. SIHP Site 14351 Feature F interior wall view to southeast. Feature G Feature G consists of a sinkhole 3.2 meters long (easUwest) by 2.2 meters wide {north/south) located in the midst of Feature A, 20 meters north of Feature H (see Figure 8). Two lazge kukui trees (1 alive, 1 dead) are present within the sink. A tube entrance (1.0 meter in diameter) runs east from the eastern (mauka) side of the sink (Figure 20). The tube opening is lazgely blocked by cobble rubble, but once accessed the tube runs at 134 degrees (mauka) for 6.0 meters and is 3.0 meters wide. Cultural material observed within the tube consisted of pig (Sus) bones, cellana and cypradae shell fragments, and kukui fragments. Based on the presence of habitation debris, Feature G, like Feature F, was likely used for Precantact habitation purposes. Feature H Feature H is a square enclosure constructed of stacked pdhoehoe and 'a'a cobbles located at the western end of Site 14351, 20 meters south of Feature G (see Figure 8). The interior of the enclosure measures 3.2 meters long and 3.2 meters wide, with walls up to 66 centimeters high and 75 centimeters wide (Figure 21). The enclosure walls aze largely intact except for the south wall, which is collapsed in the southeast comer (Figure ZZ). A 0.5-meter wide possible entryway is located in the northeast corner. The south wall of the enclosure was built on 'a'a bedrock, with the remaining walls constructed on soil. The interior surface of the enclosure consists of a relatively level soil. A 1 x 1 meter test unit (TU-17) was excavated in the central portion of Feature H. 18 RC-0291 ":y ~ t~ r. .rr ~ ~ , +~5~ k t ~ yp `A' 1 ~9*~r}~~v~Y mil, ni y. Vw N:6 ~ J_~N J~ Y p{. if, r ~ f ~f x~ a y., g _ T; 5 _1.~ i~. vi3 Figure 20. SIHP Site 14351 Feature G tube entrance view to east, Excavation of TU-17 revealed a single layer stratigraphic profile (see Figure 21). Layer 1, the only soil layer, consisted of loose, very dazk brown (lOYR 2!2) very fine sandy silt mixed with surface floral debris and few small 'a'd cobles. Layer I gradually transitioned to a black (10 YR 2/1) loose, very fine sandy silt with high gravel content. Recovered cultural material consisted of a volcanic glass flake and a small number of kukui fragments (likely naturally occurring) (Table 4). Excavation of TU-17 terminated at bedrock 30 centimeters below the unit's surface (Figure 23). Feature H, like Feature C, may have functioned as a small living azea, or perhaps as a work azea. Table 4. Recovered cultural material from SIIiP Site 14351 Feature H TU-17. ACC# Depth` Matertaf SpeeiesiType Count MN! Weight LP) 124 0-10 Volcanic glass Flake 1 - 0.3 125 0-10 Organic Kukui 14 3 3.1 126 10-20 Organic Kukui 5 1 _ 1.9 •Depth m centimeters below umt s surface. 19 RC-0291 (65) Possible entryway ~ (50) ~ (sa) ~;.~'.q~a ..~r x O 4 "~'rt OD ~ (a t> (as) O ~ °I oI5 Scale in meters I= (heights in centimeters) TU-17 west wall rofile Layer I =Pahoehoebedrock ~ =Collapsed portion Layer I-Loose very fine sandy silt. Very dark brown (lOYR 2/2) in upper strata and black (lOYR 2/1) in lower strata. = Soi] horizon 0 10 20 W Scale in centimeters Figure 21. SIHP Site 14351 Feature H plan view and TU-17 profile. 20 RC-0291 Y. (JJJ 6 i ~ t > .yam"y _ 9~st L~~~. ~f t Y ~4i a + S,~ ~!"-~'x a '`4,L t...+S i r r4 ~vr x 2 X ~ S ti ~~1~' ~i,•l Is"'4 ~ c {a r t i' tF~ rh r1 ~ F.t~ :i A {Y-Y 4 ~ yrs Y T' 1 Y 4' ' . f ~t~: a r.ri .'~r,~ .,,fir Figure 22. SII-IP Site 14351 Feature H view to northwest. p~~w..;.~~:- - dtlt.> k'~. s'~ y ) ~-l y. ltyita _ ~f i ' ~ Y ~ rY a-. A ~ 4 . ~ i~ {<5` - : m .Y irk 3 ~ }s- r ~ ~ s K' ZJ/ rT#Y'1 .c Figure 23. SIHP Site 14351 Feature H TU-17 base of excavation overview. 21 RC-0291 Feature 1 Featwe I consists of twelve agricultural features contained within the enclosed azea interspersed among the other features. The agricultural features include nine low-lying piled 'a'6 cobble mounds constructed on thin soil, one modified outcrop, and two terraced azeas retaining soil on their mauka (upslope} sides. These features may have been utilized as planting features, perhaps for sweet potato, but the mounds and the modified outcrop could simply represent clearing piles. The individual agricultural features azea listed in Table 5 and their locations are shown on Figwe 8. Table 5. SIIiP Site 14351 Feature I a ricultural features. Featurek Feature type Shope Length Width Height Attributes (m) (m) (m) _ I-2 Modified outcrop Cvculaz 1.9 1.9 0.6 Ptled a 8 cobbles I-3 Mound Oval 2.8 1.3 0.5 Piled 'a'6 cobbles on soil I-4 Mound Oval 2.6 1.4 0.4 Piled 'a'6 cobbles on soil I-5 Mound Circular 2.2 2.2. 0.5 Piled 'a'6 cobbles on soil I-6 Mound Circular 2.3 2.3 0.4 Piled 'a'6 cobbles on soil I-7 Mound Circulaz 2.7 2.7 0.9 Piled 'a'6 cobbles on soil I-8 Mound Circular 1.8 1.8 0.4 Piled 'a'6 cobbles on soil I-9 Mound Circulaz 2.1 2.1 0.4 Piled 'a'6 cobbles on soil I-10 Mound Clrculaz 2.1 2.1 0.4 Piled 'a'6 cobbles on soil I-11 Mound Cvculaz 1.8 1.8 0.3 Piled 'a'6 cobbles on soil I-12 Terrace Linear 8.8 8.7 0.9 Piled 'a'6 cobbles retaining soil to SE SIHP Site 14354 Site 14354 is a terrace located in the southeast corner of the project area (see Figwe 2). The featwe is constructed on p6hoehoe bedrock that slopes gently to the southwest. It measures 8.5 meters long by S.S meters wide (Figure 24). The featwe is constructed with p6hoehoe cobbles neatly stacked along the south and west edges 2-3 courses (up to 80 centimeters) high (Figure 25); the southwest comer is completely collapsed. The north and east edges are level with the p6hoehoe bedrock ground surface. The surface of the terrace is paved with small sizedpdhoehoe cobbles. A small depression (40 centimeters th diameter and 16 centimeters deep) ringed by p6hoehoe slabs is present in the northeast portion of the terrace (Figure 26). A sloped entryway (2.0 meters long by ].5 meters wide) constructed of p6hoehoe slabs leads from the ground surface along the western edge of the feature up (north) to the featwe's surface 65 centimeters above ground surface. Kukui fragments were observed neaz the base of the entryway, but were most likely naturally deposited. A 1 x I meter test unit TU-18 was excavated into the northeast corner of Site 14354. Excavation of TU-18 revealed atwo-layer stratigraphic profile (sae Figwe 24). Layer I, the 26-centimeter thick azchitectwal layer, consisted of small sized p6hoehoe cobbles at the surface with lazger sized cobbles and boulders beneath resting on bedrock. Layer II, a very dark grayish brown (lOYR 3/2) fine silt mixed with gravels, had collected beneath Layer I in low spots in the bedrock. Layer II measwed up to 14 centimeters thick and terminated at pdhoehoe bedrock. No cultural material was recovered from TU-18 and excavation ceased 40 centimeters below the units surface at bedrock (Figure 27). The forma] attributes and size of Site 14354 are consistent with those of a Precontact permanent habitation (Gordy 1981, ]995), but the lack of habitation debris at the site is surprising. If Precontact individuals were residing there on a permanent basis, one would expect to fmd at least some evidence of their subsistence. 22 RC-0291 II ~I ~~II d"_" QOO ?O O~~ O II II O I I I ~ U) III I O O Q O (o) o Level surface ~-~t 00 o paved with small J o O o (20) 1I- .c; ; • oo°o TIT-~Y sizedp'ahoehoecobbles • _ilI Llil g o ~ Small Ct~ (so) liil ~ o0 il- o a depression ~ -il (2 0 0 0 o c~y^ liil S/o sp o -°oa9¢Q`~'O Q O liil i I i I en a p Q O QGo1~a45eQ (55) O ~ ~ ~g 0 Kukui fragments O =Natural contour Ip1 I2 ® =Christmas-berry W Scale in meters it = P6hoehoe bedrock (heights in centimecers) TU-18 East wall profile 0 ?A Scale in ceWntimeters LayerI Layer II Bedrock Layer I -Architectural layer consisting of small sized p8hoehoe cobbles at the surface with larger sized cobbles and boulders beneath. Layer II -Very dark grayish brown { ] OYR 3/2) fine silt mixed with gavels. Figure 24. SIHP Site ]4354 plan view and TU-18 profile. 23 I ' RC-0291 ~ ~ I '~I t n ~o i ° AT 9 ~1 ~ i a i . , j~ r ` 1 :c t~.~ Figure 25. SIHP Site 14354 view to southeast. ~ . 1 i j r~~ - ..,+~"f,,.I s=. "'sr4:. f I 2 Figure 26. SIHP Site 14354 small depression overview. 24 i RC-0291 t. , rd ~ p, Y {}Z~ 1' Au ia7t~r?J .y~ ~ may. ~ Y'... ~<.d : ~mi. J yu 1 t t ~ » !MJH ~ ~ 74. w rsi. r t y bz,_ L~ ~ .1 1 ~ r l uAl , M.. t r... „ ~€[n' Figure 27. SIHP Site 14354 TU-18 base of excavation view to east. STHP Site 14358 Site 14358 is a lava tube located in the eastern portion of the project area along the northern edge of the main access road (see Figure 2). The tube has a succession of three small entrances in the pBhoehoe bedrock running in a line east to west. A subsurface passageway runs both mauka and makai of the entrances, but no cultural modification or cultural debris was discovered within the tube. Approximately 40 meters east of the eastern most entrance a large tree branch (slightly rotted) was found propped against the north wall of the tube beneath a narrow side passage located 2.5 meters above the floor of the tube (Figure 28). The branch appeared propped there to help gain access to this passageway. However, upon inspection, it was found that the side passage was too narrow to access and only approximately 2 meters deep. No cultural material of any kind was observed within this narrow passageway. The tree branch could have been left there by a Frecontact or Historic individual exploring the tube system, but more likely a modem visitor looking for a side passage placed it there. Ogden archaeologists originally recorded Site 14358 (Schilz et al. ]990), and they may have placed the branch there at that time. Whatever the case, the branch is considered an isolated fmd as no habitation debris or architectural modification was observed within the mbe. 25 RC-0291 ° ~t ~ 'w 4~, 't~ 1Y+ `T y M.l~ yr L~ • + 14~~ 1 1 { 1, may' ;J ~ J it , ~ , r t.,~.3 ~w' ~ ~ x. - ~ -1 .~t K`_s_ . ~ r ~rv_ Figure 28. SIHP Site 14358 tree branch view to west. SIIIP Site 14359 Site 14359 is a four-sided Historic cattle enclosure located in the southeastern portion of the project azea (see Figure 2). The walls, which are constructed of 'a'b cobbles, aze core-filled and stand 1.1-1,8 meters high by 0.9 meters wide (Figure 29). The south wall measures 22 meters long; the east wall 19 meters long; the west wall 26 meters long; and the north wall 26 meters long (Figure 30). The walls aze fairly well preserved, indicating that the enclosure was likely used into relatively recent times. A constructed opening (3.2 meters wide), flanked on either side by wooden gateposts, is located in the center of the eastern wall (Figure 31). The remains of the gate, complete with metal hinges, are decaying on the ground surface next to the posts. 26 RC-0291 - -v pfd _•f i(~ 1$71 ~ ~ ~~r~ `R~~`se~ a 1~ ~t ,.~Y t ~1~~, ~ *,:5q~ ~t7T~' ff~ st+~ ~a. y ~ : i sti` r+~- ~ ' a,,-" - , ~ lV~~ '~r~-" dI' ,s'rN ~t~ ~ e 3~ , - d - Y'•. ~ i,~{Alyf aV.y/~~~~rv4 ~ ~,Py ~ T. ~ y~~.j ~~y 'd'F.RC.1'. J4-"%P '1 '~2."»= <fni i.'Z~~w:'L f~~l~ °-'(~=fou0~6/~-r Figure 29. SIHP Site 14359 view to south of enclosure's exterior northeast comer. The interior of the enclosure contains a cement water trough, a piled 'a'd cobble mound, and three sections of galvanized metal pipe (waterline). The cement trough is located in the enclosure's northeast comer. It measures 2.4 meters long by 1.0 meter wide by 72 centimeters high, has straight sides and four metal anchor bolts protruding from its south end (Figure 32). An inscription etched into the rim of the east wall reads: "MADE , IN ,THE PEAR 1938 MR 1OSEPH KEPANO HUE HUE. R". The inscription continues on the rim of the north wall: "Good Hey HUE HUE RANCH So Long Boys" ("Bey" was most likely meant to be written "Bye"). The 'a'd mound is located in the southeast comer of the enclosure. It measures 2.1 meters in diameter by 30 centimeters high and is most likely a by- product of clearing cobbles from the interior of the enclosure. A long section of galvanized pipe rests on ground surface at the west end of the enclosure, a second seMion runs under the west wall, and a third is resting on top of the west wall at its northern end, Outside of the enclosure, a round, cleaz glass bottle, machine made with no markings was found in a lava blister 10 meters to the southwest of the enclosure's southwest comer. Also a depressed area 30 meters west of the feature appears to have been quarried, perhaps to collect materials for the construction of the enclosure's walls. George Kinoulu "Kino" Kahananui Sr., who worked for Hu`ehu`e Ranch from 1941-]960, remembered this cattle enclosure and recollected that he had bulldozed a tract to the enclosure in order to lay down a waterline (see Cultural Impact Assessment, Orr 2D03). 27 RC-0291 (135) (95) ~alvenized pipe \ (90) Cement water trough (n) 0 Constructed Woodengateposts\ E-- entrance 00 Mound ~L (30) 0 1 2 W Scale in meters (heighu in centmelen) (ISO) Feature 30. SIHP Site 14359 plan view. ~ I r i r ~ ,t I i a: tl - ill, _ I. 1 ~CF~.. ~ P; iU ~I ~i ~ lu Fi 31. SIFIP Site ] 4359 view to south of opening in east wall. 28 RG0291 ~ sr r yi , ~ ~'~y a~,,: ee~4- 7 a. f .„`d i. w ~ y4 ~ ` ~~tY ~ ~ . _ - .M Y yy y 1!~ ~ ' W ~y w V - i ~ I ,-~r i? ~ °L-- G r. v - 4 ~6~ $ - c;. _ ~ Figu~32. SIHP Site 14359 cement water trough view to north. SIHP Site 14360 Site 14360 is a heiau located at the top of anorthwest-facing slope in the southeastern portion of the project area (see Figure 2). Tae site consists of an enclosed azea measuring 14.2 meters (north south) by 12.6 meters (east/west) with an entrance in the eastern wall and a platform constructed along the interior edge of the western wall (Figure 33). The enclosure walls are constructed of 'a'd cobbles, formerly stacked, but now mostly collapsed. They stand up to 1.0 meter wide and 80 centimeters tall. An entrance constructed in the center of the eastern wall measures 1.5 meters wide. The interior of the enclosure is covered by dense vegetation (primarily fountain grass). The natural terrain slopes steeply away from the north and west enclosure walls, affording the feature an excellent coastal view. A platform is centrally located along the interior edge of the enclosure's west wall (Figure 34). The platform measures 4.0 meters (easdwest) by 7.0 meters (north/south). The edges consist of stacked `a `6 cobbles standing up to SO centimeters high and the platform's surface, although obscured by fountain grass, appeazs to be paved with 'a'd pebbles. A ramp, 1.3 meters wide located along the eastern edge of the platform, leads from ground surface to the platform's surface. A second possible ramp (it could just be wall collapse) is located along the enclosure's westem wall in the northwest corner of he platform. Site 14360, based on its large size (179 squaze meters) and its formal attributes (i.e. enclosed elevated platform with ramp leading up to it), is considered to be a small heiau (Kolb 1991; Ladefoged et al. 1987). The site is located within a large agricultural complex (Site 14342), and accordingly may have functioned as an agricultural heiau. No subsurface testing was performed at Site 14360 as it is slated for preservation. 29 RC-0291 ~ /T (29) / T (35) T (34) c3~ ~ ~ Possible (~l) ramp ~ T \ I I- Level platform paved with 'a a pebbles and covered by dense vegetation. Raznp \ Ground surface within y enclosure is covered by dense vegetation. (3~) (80) (59) O O ~ (so) Entryway t (67) (46) (55) = Fountian grass 1 =Remnant stacking T = it a bedrock U 1 2 (4sj =Tree W Scale in meters ~ =Direction of (heights in centimeters) slope Figure 33. SIHP Site 14360 plan view. 30 RC-0291 `a' f ' ~ ~ ,:41~ ` ~ ~ Yt I y. m~ ~ ~~1~ _ ~ ~ L,; R R~~ F f i` ~f$ di`S i ~b P y Y ~t ~a 4 ~ 4 vyfJ~ M1M~Y -3vr }S"'!~ "Kam ~ .,.s i"a _y y M 1 1gg~~~s 4 '3` yy,.• e' `yt~, ,1: a b ~ Via. 4 L 'TS ~Yr a~v~ ; • ~ , .v ~H ' ~ ~ H ~1ei{' ~ ~,a~i~..y , TACT e Figure 34. SIHP Site 14360 view to northwest of platform. SIHP Site 14362 Site 14362 is a mauka/makai trail located in the east central portion of the project area (see Figure 2). This trail segment was originally recorded by Ogden (Schilz et al. 1990) as three individual cairns (Sites 14362, 14363, and 14364). However, it was realized during the current inventory survey that those three cairns along with fourteen newly recorded ones, mark the route of a mauka/makai trail running for approximately 1,025 meters (although traceable only intermittently) across the projeM azea in a southeasterly/northwesterly direction (Figure 35). For this reason the three site designations were combined under a single SIHP number (Site 14362) and the two remaining site numbers (Sites 14363 and 14364) were eliminated. Vegetation in the vicinity of Site 14362 consists primarily of a fairly uniform ground cover of fountain grass. The trail runs across both pdhoehoe and 'a'd lava flaws that slope gently to the west. It is mazked by seventeen individual cairns (ahu) spaced at irregular intervals. Where the trail crosses pdhoehoe its route is extremely difficult to follow and can only be identified by the placement of the cairns. This being said however, often the easiest route across the bedrock (such as on a raised linear ridge) is the one that leads from one cave to the next. Tn at least two sepazate locations, where the route of the trail caries it across a pdhoehoe cobble field, the cobbles have been removed to the trail's edge creating a rough kerbing on one side or the other. These kerbed sections sometimes have the appearance of a rough linear terrace, but it appears as though the trail would have followed bedrock at the base of the terrace and not crossed on the surface of it (Figure 36). Where the trail crosses 'a'n lava flows, the lazge cobbles have been removed and placed along its edges, thus creating a rough kerbing (Figure 37). The path then consists of only small 'a'a cobbles sometimes augmented with slabs of pdhoehoe used as stepping-stones. Despite these trail improvements, in several sections more than one path (all equally accessible) could be followed between cairns. Although no longer traceable, Site 14362 may have continued west along Site 23871 (an historic fence Itne) to Site 14374 and then continued to the coast (see Figure 2), and east to a junction with Site 14357 (a north south trail) at a grouping of three calms (see Figure 35). 31 RC•0291 Coml Site 23903 ~ Bottle I43 Bite ~--~c SKY Branch coral i ~ } SIHP Site 14349 SIHP Site 23895 „R 0 SIHP Site 23893 ` Oi 50 1~0 Q•e' L-i_~ SIHP Site 23892 Scale in meters SIHP Site 23890 p Bottle N, SIHP Site 23889 %L M Bottle (see Figure 96) ..j .io 1:' J --_c_c_-~ g._~ :;,G='S`IHP Site 23891 Rough bulldour cue _____c----° ~=rc=-c_•- Horseshoe ~ee Figure 89) rG o SIHP Site 23887 .:F SIHP Site 23881 •+E Bottle \ °SIHP Site 23880 ° SIHP Site 14372 Waterworn cobble ° SIHP Site 23876 Kerbed trail segment D. `C SIHP Site 23878 Le end , . =Traceable segment •a'u veil segment SIHP Site 14367 of SIHP Site 14362 (see Figure b 1 0 = Lava tube entrance S,[' ~ Petroglyph panel near trail • ~•r~O (see Siu ] 4367 Feature B) =Cairn (ahu) Sire2~B g.,/ Borne •A =Feature of SIHP Site 14362 13 ~o =Archaeological feature ~A SIHP•Site 23879 °SIHP Site 23874 . Trail se ent Kerbed trail segment ~ {see Figure so) =Site area boundary 0 SIHP Site 14373 Figure 35. SIElP Site 14362 and vicinity plan view. 32 RC-0291 , Y ~ ~y~ - ,tit _ 4t j p.. ~ C .11 ~F t T Y' r~ ~ ~ .ir rt~._~azR ~ e ~ . t* 4 ~ to ti `'s`. K~.. ~ 5 'd M ~..3. M ~ fb ' q ~"~'z'-. ~ y~~~-Z 3. ~-~.p.-e~~~ ; • q1 ~`e 3l f 14: ~ '4~1!`zY , 1~( ~ti 9 jj ~ ' i v T 1 ~ < Figure 36. SIHP Site 14362, pahoehoe cobble kerbing along south edge of trail, view to east. r• . - _ mar--T- ..y- ~ ~ v ~ ~ ~ ~ ; r' I' 1;~1.... tY 11 ` (III , • ~J S a~'1+P Figure 37. SIHP Site 14362, section of trail crossing an 'a'd flow view to west. 33 RC-0291 Several of the recorded archaeological features in this portion of the project azea may have been accessed by Site 14362 or by branch trails running north and/or south from its length (see Figure 35). Four habitation sites (Sites 14367, 14372, 23876, and 23880) aze located immediately adjacent to the probable route of the trail. One of these, a small habitation mbe (Site ]4367 Feature A) has a petroglyph panel (Site 14367 Feature B) located adjacent to the trail route that may have had a specific meaning to passing travelers (see Site 14367 description below). Also, four glass bottles (2 broken ones and only one with mazkings) and a horseshoe was found along the probable trail route. These artifacts are evidence that the trail was utilized at least into Historic times, most likely by ranchers on horseback. In fact, during an oral interview with George Kinoulu "Kino" Kahananui Sr., who worked in the azea for Hu`ehu`e ranch from 1941-1960, identified the trail as Hamanamana Trail, named for an ahupua'a located south of Kau Ahupua'a (see Cultural Impact Assessment for current study; Orr 2003). Individual descriptions for all seventeen cairns recorded at Site 14362 (Features A-R) aze presented below. These descriptions follow the trail route from west to east. The locations of all the features are shown on Figure 35. Feature A Feature A is a small cairn (ahu) constructed of three stacked pbhoehoe slabs resting on a raised pShoehoe bedrock outcrop (Figure 38). Feature A, which is located along the southern edge of the trail route, measures 80 centimeters long by 40 centimeters wide by 40 centimeters tall. t~ ~Y~ ~ r,~' ~vCe~'1 ~1 t ~ ~ yl,:~ h Y ~ 1 PVTiW.V ~4~1 F . F 3r~.1lr k Tp gyp. Y"M "1 4 Y „ e riFS~;.,~~`4~ c xp f } , I \SR i Figure 38. SIHP Site 14362 Feature A view to west. Feature B Feature B is a cairn (ahu) constructed of piled pdhoehoe cobbles partially supported by a small bedrock outcrop along its northern edge (Figure 39). The cairn measures 1.8 meters long by 1.4 meters wide and stands up to 65 centimeters above ground surface along its southern edge. Feature B may mark the location where Site 23873 (a nord/south trail) intersects Site 14362. 34 i RC-0291 i .k ..h~9 zj j. n;: i ' i ,nx z .t X'- s gg ~r r i ~ ~ . '4~5 Fy L+:d.v 6_a~ ~ S ~ ~ i~ ~ 1p4 ~i1.: ¢ ~ Ill I .'ill .t e~ . ~ ~ i ~ : ~j' Figure 39. SIHP Site 14362 Feature B view to west. Feature C Feature C is a calm (oho) constructed of 5 sta i e80 centimeters hilgh, and appears toobe locat d along the southern measures 70 centimeters in diameter, stands up edge of the intended trail route. Q k.. '~a;r~``1h of t"8Y~ e~a§=~" i~jr A s~ ,'s ~ r-+~ y; i , ~ `r i+' n 2Y ~ y ` ~ ' ' * r~6., a 9'~1.k~~ .:5 (p J b ...-3a~r 1j ~•••'u1i~ ) W~. `A`~ . '{l: rl- ~4_ ~ 1 7i _ Y I~ T. A t: .a ~ ~ _ II ~ ~ 'T F gore 40. SIHP Site 14362 Feature C view to east. Feature D Feature D is a cairn (ahu) constmcted of two stacked pdhoehoe slabs resting on pdhoehoe bedrock (Figure 41). It measures 80 centimeters in diameter, stands up to 40 centimeters above ground surface, and appears to be located along the northern edge of the intended trail route. 35 RC-0291 'q'~ e. ~~y t:> 9~ f , r ..;x fxp5 r ~ ' s r °-t' ~i^~T ~ ~ ~ ~ ~ - cCr s~ 1 .n b' a ~ ~ i a+ r Jyyr JY/C Figure 41. SIHP Site 14362 Feature D view to west. Feature E Feature E is a cairn {ahu) constructed of three pdhoehoe cobbles stacked on p6hoehoe bedrock (Figure 42). Feature E measures 70 centimeters in diameter and stands 40 centimeters above the surrounding ground surface. Y It 0 ~'i a r ~~~e ~ ~ t r1: a: j Figure 42. SIHP Site ]4362 Feature E view to south. Feature F Feature F is a cairn (ahu) constructed of four pdhoehoe cobbles stacked on pdhoehoe bedrock (Figure 43). Feature F measures 80 centimeters in diameter and stands 50 centimeters above the surrounding ground surface. 36 RC-0291 ~vtr i ~ ' arc' t:. q~. s ' ~ Figure 43. SIHP Site 14362 Feature F view to north. Feature G Feature G is a collapsed cairn (ahu) constructed of 'a'6 cobbles on `a'Z bedrock (Figure 44). The cairn, in its collapsed state, measures 2.0 meters (north/south) by 1.8 meters (easUwest) and stands up to 0.6 meters above ground surface. The trail route can be traced across the 'a'd landscape for 60 meters to the west of Feature G and For 100 meters to the east of Feature G. in this area the trail route has been cleazed of lazge cobbles creating a rough kerbing along its edges and leaving only small cobbles as evidence of its route. Furthermore, fountain grass has grown out of the trail along much of its length making the route easily traceable. A few pdhoehoe cobble stepping- stones were also noted along this length of trail. A small horseshoe (Figure 45) was found 50 meters east of Feature G, suggesting that the trail was utilized into historic ranching times. i . ~ i 1~ ~a a e"v'.~ l1 o~' , ~ e t, a~J ~ :i , ~~q~ ~ , , ~ , H y Figure 44. SIHP Site 14362 Feature G view to west. 37 RC-029] i .al~~~~J~:`~ i.'iJ!Ytilki9',,t23.1!S(i7 I~ ~ Figure 45. SIHP Site 14362, horseshoe found 50 meters east of Feature G along the trail route (scale in centimeters). Feature H Feature H is a cairn (ahu) constructed of two pdhoehoe cobbles stacked on pdhoehoe bedrock (Figure 46). The cairn measures 60 centimeters hr diameter and stands 70 centimeters above the surrounding ground surface. Feature H is located just east of a rough bulldozer cut running north/south that bisects the trail route (see Figure 2). ~ AO ~ vy f - F !F i+ f i :t/ ~'1 SY~ { r:tiy r;N~'. `Y t :O.' t , * 9 ¢44F+. Y ~ i.. F ~Y I? art, 'j r' I, I s Figure 46. S]HP Site 14362 Feature H view to northeast. Feature I Feature I is a cairn (ahu) conswcted of two pdhoehoe cobbles stacked on pahoehoe bedrock (Figure 47). Feature I measures 50 centimeters in diameter and stands 50 centimeters above the surrounding ground surface. A third cobble may have fallen off the top of the cairn. 38 RC-0291 r fw t f f A R r %A ~ ir4 s~ y-._ ~ '3. S ' tE~r ~ ~ ; at ''~sS~`'~ Figure 47. SIIIP Site 14362 Feature I view to west. Feature J Feature J is a cairn (ahu) constructed of two p6hoehoe cobbles stacked on pdhoehoe bedrock {Figure 48). Featwe J measures 50 centimeters in diameter and stands 80 centimeters above the surrounding ground surface. I~ 4 Ii~i~ ' I y i A M. :rt ~I'~,,.~~ I~'~~ 2 'C'j ~ d55 h ~I ~ P~ ~ _ Figure 48. SIHIP Site 14362 Feature J view to east. Feature K Feature K is a collapsed cairn (ahu) conswcted of four pdhoehoe slabs, two of which remain stacked resting on p3hoehoe bedrock (Figure 49). Feature K measures 60 centimeters in diameter and stands 40 centimeters above the surrounding ground surface. 39 RC-0291 e i, f k... ~3Ft.g ~~.r :G ar t !e : , i ~ .J' ter. A a pna. ~ Ta. ~ ~ Figure 49. SIHP Site 14362 Feature K view to west. Feature L Feature L is a cairn (ahu) constructed of three pnhoehoe slabs stacked on pnhoehoe bedrock (Figure 50). Feature L measures 60 centimeters in diameter and stands 70 centimeters above the surrounding ground surface. rt'.' / ~ 1'. ~~4 ,j , , . vlht i tip,. . yy. rtw'~'.S': k~} ~ J ~ 4 a ~py, $;~.,i: . % c,., i dt', r P i ili ~ ~If ~3 Figure 50. SIHP Site 14362 Feature L view east. Feature M Featwe M is a collapsed cairn (ahu) constructed of pnhoehoe cobbles resting on pnhoehoe bedrock (Figure 51). Feature M, in its collapsed and scattered state, measures 1.5 meters in diameter and stands 40 centimeters above the surrounding ground surface. 40 RC-0291 ~.'^T'. t}~e~' ~ S t 4 ~ a h i~ ,¢1 ' ' i i~ ~ I ' a i ~y i y~ f4+l~Yr i r Y I ~ K ~ i ~ J. x. .v,.~ 1 ay. mfr' u'~: Figure 51. SIHP Site 14362 Feature M view to west. A machine made, hand finished, aqua colored, glass sake bottle (40 centimeters tall and 10 centimeters in diameter) with a rounded base was found in a small blister opening between Features L and M (Figure 52). The bottle reads (from top to bottom): "ONE HALF GALLON/(Japanese charac[er)/TRADE MARK/ FUJI MASUMUNE/F.S.B. CO." Around its base the bottle reads: "BOTTLE/MADE IN JAPAN." The location of this bottle suggests that Site 14362 was utilized into Historic times. t fr r:~ ~ ' ~ , Figure 52. SIHP Site 14362, sake bottle found in a lava blister. Feature N Feature N is a cairn (ahu) constructed of seven pdhoehoe cobbles that were formerly stacked, but are now mostly collapsed, resting on pdhoehae bedrock (Figure 53). Feature N (including the collapsed cobbles) measures 1.5 meters in diameter and stands 50 centimeters above the surrounding ground surface. 41 RC-029l y i ~ f ~1t vrA % yti a x'l? 1 2w' H . g~ :'C~ '~1 ~ ;~'tYll~ Y J~ Figure 53. SII-iP Site 14362 Feature N view to east. Feature O Feature O is a roughly square cairn (ahu) constructed of stacked pdhoehoe cobbles (Figure 54), partially collapsed (Figure 55), resting on p6hoehoe bedrock, Feature O (including the collapsed portions) measures 3.0 meters along a side, but when intact may have measured only 1.3 meters along each side. The intact, stacked south side of Feature O stands 1.2 meters (7 courses) above the surrounding ground surface. A clear glass, machine made bottle with the markings "2183/24-4" on the round base was found oa bedrock along the south side of the feature. It is possible that Feature O, since it is so substantially constructed, served as a rest stop along the trail similaz to Site 23880 (see description below). ` l f ~ ii ~ / ~~.f~'/ 4.r ~ fi i' 2~i' ~aL •:F' qy~, Figure 54. SII-IP Site 14362 Feature O view to north of staked southern side. 42 RC-0291 ~4~ y ' a r + 5y r'° ' ~ ~ c~7C~ ~ti }~b tie.. ~6, t ~ 'r~'x ~ 1 Y rk ~ ix. _ i i* A ~1~ / s A ~ ' F' i,F - y'y. e' ~•I~y. rYl• W`W. e ~ ~ ? Figure 55. 3II-IP Site 14362 Feature O view to south of collapsed northern side. Feature P Featwe P is a cairn (ahu) constructed of approximately eight small pdhoehoe cobbles stacked on pdhoehoe bedrock (Figwe 56). Feature P measwes 80 centimeters in diameter and stands 50 centimeters above the surrounding ground surface. ,y r. .ip Ti ,s c~.. 'p .r t n i I i 1~ ~x.,; i 1~~ 1 t Figure 56. SIHP Site 14362 Feature P view to north. Feature Q Feature Q is a cairn (ahu) consisting of seven pdhoehoe cobbles, formerly stacked but now mostly collapsed, resting on pdhoehoe bedrock (Figure 57). The cairn (including the collapse) measures 1.3 meters long by 0.5 meters wide and stands up to 40 centimeters above ground surface. The trail route between Feature Q and Feature P (to the west) and Feature R (to the east) is extremely difficult to follow across the p@hoehoe landscape; therefore its identification is tenuous. 43 RC-0291 i ~~i r. ~Y ,...7 ro. Y _ J j Figure 57. SIHP Site 14362 Feature Q view to north. Feature R Feature R is a cairn (ahu) constructed of four pShoehoe slabs stacked on pdhaehoe bedrock (Figure 58). The cairn measures 50 centimeters in diameter and stands 70 centimeters above the surrounding ground surface. Feature R marks the traceable western extent of Site 14362. ~f •:ty~ / L ~ ~ ~ A' a .fit . ~ x ~ . /,r < , :5 y i ~~.Y,,. ~ T'~~ . .9~ rig` ~ ~ ~ ~ r r4 w ~ ~ ~ ~ rH, i ICI I Figure 58. SII-IP Site I4362 Feature R view to northeast. SIHP Site 14365 Site 14365 is a lava tube habitation located in the eastern portion of the project area along the edge of the main access road (see Figure 2). The tube is accessed through a collapsed section ofpahoehoe bedrock that measures 3.5 meters (easUwest) by 3.0 meters (notth/south) by 1.3 meters deep (Figure 59). A subsurface passage way runs both east (mauka) and west (makar) from the tube entrance (Figure 60). The makai passageway runs at 240° for 18 meters before becoming impassable. At the entrance it opens up into a chamber measuring 8.0 meters long by 3.0 meters wide by 1.2 meters high. The floor of this azea consists of bedrock covered by thin soil 5 centimeters) and cobble rubble. A possible groundstone slab was found 2.3 meters into the makai passageway. Kukui fragments and a Cypraea shell fragment were also observed near the entrance to the makai passageway. Ogden may have collected addition cultwal remains from the site during the previous inventory survey, but this is extremely difficult to tell from their site description (Schilz et al. 1990). The mauka tube runs for 6.0 meters at 80° then pinches out. Site 14365, based on the presence of habitation debris, was likely used during the Precontact period for temporary habitation purposes. 44 ~ RC•0291 i ' x ~ r J ~ F ~ ~ y ~ r ; ~5„ r~ e :t ~ ~ ~ ~ . ~ ~ ~ ~ 4 't ~ 3„ s 8~r;w~_~.'3!."r~i.`~,~.n.~.e W'~AS~"~-"....'~'c.°e'' .t: a 4.", Figure 59. SII-IP Site 14365 view to south. I I- 11= I I= = Pahoehce bedrock _ (Above ground) = Subsurface extent I I-- of tube I I- =Tube opening Cypraea shell Possible groundstone slab I i- Kukui fragments I I=: o~ I1 2 Sca el in meters Tube continues ; .~'I= (heighu in centimeters) /Jfor lOm 1 Figure 60. SIHP Site ]4365 plan view. 45 RC-0291 SIHP Site 14366 Site 14366 is a rectangular platform located in the southeast portion of the project area neaz the southern property boundazy (see Figwe Z}. The site is constructed in a natwal depression area with an 'a'd outcrop rising up to 1.5 meters above Bound surface near the featwe's north and west edges. The platform measwes 4.8 meters long by 3.9 meters wide (Figwe 61). It is constructed with neatly stacked (4-5 cowses; up to 1 meter high} 'a'6 cobbles along the exterior edges, and the surface is paved with small sized 'a'd cobbles {Figure 62). A small depression (30 centimeters in diameter by 25 centimeters deep) is located in the southeastern portion of the platforms surface. A possible stepped entryway leads from the ground surface in the southeast comer of the site up a bedrock outcrop at the platform's surface. Site 14366, based on its forma] attributes (i.e. elevated platform with a level surface) and its small size Q8.7 squaze meters), likely functioned as a Precontact temporary habitation, perhaps related to the agricultural featwes in its vicinity (Site 14342). No subsurface testing was preformed at this site as it is slated for preservation. SIHP Site 14367 Site 14367 consists of a lava blister habitation azea (Feature A) and a petroglyph panel (Featwe B) located in the central portion of the project area along the south edge of the probable route of Site 14362 (a mauka/makai trail) (see Figwe 2). It appears as though Feature A was utilized for temporary habitation purposes and that the petroglyph images (Feature B) were created by the individual(s) residing there. The natwe of the habitation may have been directly linked to the nearby trail route (Site 14362). Precontact Hawaiians (and later historic individuals), traveling between the coastal and upland resowce areas, may have stayed at this site periodically on an "as need" basis when rest or shelter was requved. Marine shell fragments, bottle glass, metal wire, and modem bullet were all found at the site further pointing to its habitation function and continued use into Historic and Modern times The petroglyphs, although most likely created by people(s) staying at the site, may have served as a Precontact "road sign" along the trail transmitting a mutually intelligible message from the artist to passing travelers (Kwiatkowski 1991). Individual feature descriptions follow below and they locations are shown on Figwe 63. Feature A Feature A consists of a pdhoehoe bedrock sink with three small lava blisters (lazge enough for habitation) spaced azound its edges (see Figut 63). The central azea of the sink measures 7 meters in diameter and has been very roughly paved with p@hoehoe slabs. The blisters aze located one along the mauka edge and two at the makai edge. The lazgest of these blisters (along the mauka edge) measwes 3.0 meters wide by 5.0 meters deep by 1.2 meters high; the two others aze slightly smaller (Figure 64). All three have been cleazed of cobble rubble leaving smooth bedrock floors. T'htee cellana shell fragments were observed in the southwest corner of the sink. Metal wve, bottle glass, and a bullet casing were also found, but these were most likely later additions to the site, perhaps left by goat hunters. Feature B Featwe B is a petroglyph panel located 12 meters northwest of Feature A (see Figure 63). The images are pecked into smooth pdhoehoe bedrock (Figwe 65) and consist of three anthropomorphic figwes and 1 badly eroded image that is most likely an anthropomorph (Figure 66). Other motifs (such as a circle) may be present, but the panel is very weathered making this difficult to discern or record. Featwe B is located along the south edge of the probable route of Site 14362 (a mauka/makai trail) and may have functioned as a form of Precontact "road sign" (Kwiatkowski 1991). 46 RCA291 -I Possible - Entryway (90) (70 -I I I aq \ II ~i ois J Scale in meters (150) (heights in cenNmeOers) II - (35) I I (ss) _I I = A'abedrock - ®=Depression II I I ~ (too) (go> / • C'(J)J~SilverOak =1 I -I I =11 Figure 61. SII-IP Site 14366 pion view. fl I ~I M1 .Tf a•. ~a Figure 62. SIHP Site 14366 view to south. 47 xc-oz9t =Fountain grass = Pa-hcehce outcrop Feature B - •'=Subsurface extent of tube -'=Feature de]ineation ® =Wue coil e =Marine shell ~n V y V Y \ l _ Height of blister - ' opening (100) \ ~ 10° Height of blister " ~80° Q \ ryzo opening (65) ° a _ o FeatureA ~ ® S o c100~ Roughly paved with e p3hoehoe slabs Height of blister ® o('~ O: ° ~ ~ opening (70) 9 ~°v ' ova ~ Height of blister ' opening (120) - - Scale in meters (Heights in centimeters) Figure 63. SIHP Site 14367 plan view. 48 i RCA291 'S v i ~ .fie' .,,ic 5~~ _ + y~fi4nk .t 1 ~jE Q yt ~ Q- F qE j i~'~~, r~ , +w 'r'^"y - } !''£.s"~_. "Cllr{'~.~~,., ' a~ ..~;,if -s ;~s>< r. µPj, 4y. ,per 5,~~ ~S1~u~ 'I ~ 'F, . 4 Figure 64. SIFIP Site 14367 Feature A paved azea and makai blister opening view to west. . -.~w*-~a~1'Kr .;s . . R, '?'~v t....+c~ ~ 3F' yR~ z ~~d ' 'E exT' .yx- x a 4 yj... x. - - ^ai S^s t'r ~Y ~ Figure 65. SIHP Site 14367 Feature B overview to east. 49 RC-0291 ~ 1p 20 YY \ Scale in centimeters r. ar F~~,. .m~ v y t~ ~ =Pahoehoe outcrop ~ j / ~ =Fountain grass =More defined =Less defined Figure 66. SIHP Site 14367 Feature B plan view. 50 RC•0291 SIllp Site 14368 Site 14368 is a Precontact habitation/agricultural complex concentrated in and around a series of collapsed lava tube openings stretching mauka/makai for approximately 750 meters along the northern boundary of the project area (see Figure 2). The lava tube system contains six collapsed openings in pbhoehoe bedrock, connected, for the most part, by asub-surface passage. Ground surface in the vicinity of Site 14368 slopes gently to the west and consists primarily of pdhoehoe bedrock and cobbles covered by spazse soil and fountain grass (Figure 67).:9'd flows ate present to the north and south of the site. Only the eastem portion of the tube system is within the Kau Ahupua`a project area; the western portion trails into Fu`ukala Ahupua'a. The habitation area itself is centered is and around the twa eastern-most openings and consists of two lava tube habitation areas (Features A and C), a concentration of 24+ stone mounds (Feature B), a circular cairn (Feature D), and two stone alignments (Features E and F) (Figure 68). In addition to these features, a possible stepping-stone trail segment was noted running northeast (away from the project area) from the eastem most tube opening (Feature C). Also, several more stone mounds were noted to the north of the ones recorded as Feature B, but were located well outside of the current project area so were not recorded themselves. A old wooden pole marking the property boundary is located 1.2 meters south of Feature D, just to the east of Feature C. Extensive bulldozing has occurred to the north and east of Site 14368. The lava tube openings (Features A and C) a[ Site 14368 most likely served as the main habitation area. They would have provided the most shelter and shade in the barren landscape and are large enough to be comfortable living areas. Features A and C also contain all the habitation debris noted at the site and the only constructed habitation features (three terraces). Feature B, the collection of mounds, may represent the remains of a small household gazden associated with Features A and C. Agriculture would have been difficult in this marginal azea of North Kona, but residents of the lava tubes may have attempted to cultivate crops such as sweet potato to make daily subsistence easier. Since there is almost no soil on the pdhoehce bedrock surrounding the lava tube openings, the mounds could have been constructed as planting features. If mulched, the mounds would retain moisture and soil and perhaps create a suitable environment for the cultivation of sweet potato. Based on the paucity of food remains at Site 14368 along with the insubstantial construction of the habitation features, it appears that the nature of the habitation was perhaps semi-permanent or seasonal. The presence of the garden, however, suggests that the site was utilized on more than a temporary basis. Feature D (a circular cairn) is most likely a Historic feature formerly used to mark the boundary of the study parcel. Features E and F (stone alignments) may either be agricultural features related to featwe B, but further removed, or boundary markers related to Feature D, as they are located dvectly on the project area boundary. Individual feature descriptions follow and their ]ocations are shown on Figure 68. Y a~ Y~! Yf~~Mj~ dl ill I~ it t ~ " rte.+sa.,-- a. .~"Fhn„ -'R e.~ ~ ~~y~ .+z s 7~~F ~ ~yye .R ~ $.a. ~ 9P~'"tr^. _ s 's0. } ~e8 4" l ' R ~ a;xppte t~ fy T TS R~ V{: e _ If~~~ F~- t a x,51; ~ ~ ~ 9 ~ r~; i~~ 4 k e ~ ~ iy 1 , ~ f 'gip . ~4 Yi ` ~t ,a',s;.t...; ,i'~ ~~d ~ ~ a, Figure 67. SIHP Site 14368 view to southwest from Feature C towazds Feature A. 51 RC-0291 f Lava tube continues f approximakly 225 mekrs east (no cultural material present, ~ j no turtlxr openings). r it Possible stepping-stone trail~~,% . ~ Constructed paved Feature IY terraces O X,' ~F T ~e Paved entryway into tube - ? _ B-22 Feature C ~ O B-zl Bo d p I , 0 B-z3 ~ ]0 20 B'19 B-24 J B-tg rl 0 Scale in meters , (heights in centimekrs) Q ; B-l7 Bas ! o B-lb.%~ B-130 BO OB-12;'' / ' B-11 B-9 ,d~°, O B-1 f o ~3 p B-z . 0 Feature A1• -o ~ B~ B~ Constmcted ~ ~ B-5 terraces ' ~ O J B.~ I 1 ~ =Collapsed lava tube opening f =Lava tube entrance 1 , ~ =Sub-surface extent 50 mekrs m Feature E of lava tube and 9g mekrs to Feature F =North property boundary ; ' along p/roperry noundary =Trail segment ~G Figure 68. SIHP Site 14368 Features A-D plan view. 52 RC-0291 Feature A Feature A is the western-most of the two collapsed lava tube openings used for habitation at Site 14368 (see Figure 68). The opening measures 20 meters long by 10 meters wide by up to 6 meters deep. The interior of the opening consists of piled rubble up to the ground surface outside the feature in some locations. A large lava tube runs west from an entrance at the western end of the collapsed opening for approximately 70 meters before becoming impassable. Two terraces aze constructed, one above the other, at the western end of the opening beneath the overhang at the beginning of the lava tube along its north side. The upper (eastern) terrace measures 2.3 meters (east/west) by 2.7 meters (north/south) and rises 75 centimeters above the lower (western) terrace, which measures 3.2 meters (east/west) by 2.6 meters (north south) and rises 90 centimeters above the tube floor. Both terraces aze constructed of stacked pdhoehoe slabs and cobbles and have roughly paved level surfaces. Several urchin fragments were observed on the ground surface neaz these features. A second small lava tube entrance (Figure 69) located along the north edge of Feature A leads to an underground passage connecting it with Featwe C approximately 100 meters to the east. Urchin fragments were also observed within this opening, but no azchitectazal modification was discovered. p ~ t,' .,a _ ! a . g a.- r Figure 69. SIHP Site 14368 Feature A terraces view to east from inside lava tube. Feature B Feature B is a collection of twenty-four stone mounds located in an azea 130 meters long by 60 meters wide between Features A and C (see Figure 68). As previously mentioned, additional mounds continue to the north, but were not recorded as they aze located well outside of the current project azea. The mounds of Feature B aze all piled on p6hoehoe bedrock (Table 6). They aze constructed lazgely of pbhoehoe cobbles, though some 'a'6 cobbles aze also present. The mounds aze all of various shapes and sizes (Figures 70 and 71), but probably functioned as agricultural planting features (see above). 53 RC-0291 Table 6. Agricultural features of SIIiP Site 14368 Feature B. Feature # Feature Type Shape Length (m) Width (mJ Height (m) Attribute B-1 Mound L-shaped 4.3 3.3 0.7 Piled B-2 Mound Circular 2.0 2.0 0.6 Piled B-3 Mound Linear 4.0 1.1 0.6 Piled B-4 Mound L-regulaz 3.5 1.9 0.8 Piled B-5 Mound Circular 2.0 2.0 0.3 Piled B-6 Mound Oval 2.2 1.3 0.3 Piled B-7 Mound Oval 2.0 1.3 0.5 Piled B-8 Mound Oval 4.7 2.7 0.6 Piled B-9 Mound Linear 4.3 1.0 0.5 Piled B-10" Mound Oval 3.1 3.1 0.7 Piled B-I1" Mound Circular 1.8 1.8 0.6 Piled B-12 Mound Circular 2.7 2.7 0.7 Piled B-13 Mound Circular 2.1 2.1 0.6 Piled B-14 Mound Circular 2.2 2.2 0.7 Piled B-15 Mound Oval 2.7 1.3 0.5 Piled B-16 Mound Oval 2.5 1.7 0.5 Piled B-17 Mound Oval 2.4 1.6 0.6 Piled B-18 Mound Cvcular 2.1 2.1 0.5 Piled B-19 Mound Cuculaz 2.3 2.3 0.3 Piled B-20 Mound Circular 2.4 2.4 0.3 Piled B-21 Mound Circular 2.0 2.0 0.4 Piled B-22 Mound Cvculaz 1.3 1.3 0.4 Piled B-23 Mound L-shaped 3.0 2.5 0.5 Piled B-24 Mound Circulaz 2.5 2.5 0.8 Piled 'See photograph below. ,,,,,M. ._--.e,r ~.,,.mn K. `.~;;SF5~' °~~yc>` s ~ti ~ tit ~ ~ kr ~s;Y a~t" f~ Y ~ „kw tc V P - . a^ g < x ~ x:. ~.%6£i~' .,1, , ~ ;c T~ 7. ~ n ice' ~ ~ ~ u r ~'t~ ~ ~ ~ f - p~' f ..:d 1 1 Y Vt~p 1~~ t~ tMM It M~ E i T n'. 1 i t ~ 3 ~~t,". ' at3,~ ~t~. p~ 4Y'a ~iR' _~r,~?~yet~"_s -.r ~t"~t+i k~~~},pP zm`~: .S sr f" L 4f Nt{'.~`~ "f ~(t+rS•JYJ ~1 t ~ F y~ i Syy.. fem. 1 ~)-^3' ~g s y~y 'l~ ` ~+p:~ie~~ e'di~i3S"9.,C/~'~'- ^.r,N=s~.?~'.L~'3~~~t "F-. o . ~_Fy'. '~s„'4? . Figure 70. SIHP Site 14368 Feature B-10 view to south. 54 RC-0291 f ~ ~ and ~,t~„ T ~yi r t fy~Jjr~ 3'`~5 t9 ~ ~ ~''~i~;1T ~4 ~ .7' - , r t~ r~ i ~ a ~ ~ . ~ ~ ~ G.. i ~ ~',M yy,, q~ f Figure 71. SIHP Site 14368 Feature B-11 view to west. Feature C Feature C is the easternmost of the two collapsed lava tube openings used for habitation at Site 14368 (see Figure 68). The opening measures 15 meters by 12 meters and is connected underground to Feature A through a small tube entrance located in its southwest corner. A lazge lava tube entrance (12 meters by 7 meters) also leads to the east from the opening. A paved entryway (path) runs into the collapsed opening from the bedrock ground surface on its north side. This 1-meter wide path is roughly paved with p6hoehoe slabs that run a meandering course southeast from ground surface for approximately 8 meters [o a paved terrace azea (Figure 72). The paved terrace is located at the eastem end of the opening exposed to the elements. The terrace measures 8.0 meters long by 3.0 meters wide and is roughly paved with pdhoehoe slabs (Figure 73). The path then leads east from this feature to a second paved terrace located below the fast (2 meters to the east) just within the overhang of the tube. This terrace measures 6.0 meters by 6.0 meters and is also roughly paved with pnhoehoe slabs. Its eastem edge is partially faced with upright p6hoehoe slabs with a height 60 centimeters above the tube floor (Figure 74). Some mazine shell fragments were found associated with these terraces. To the east of the lower paved terrace, the tube floor is smooth and level, cleazed of cobbles, and covered by a thin layer of silt. This azea, too, was most likely used for habitation. The cleared area measures 7 meters across (from tube edge to tube edge) by 7 meters high (from floor to ceiling) by 15.0 meters deep (to a point where the tube ceiling lowers to 1.6 meters above the floor and the cleazing stops). A significant deposit of marine shell and urchin fragments were found within the cleazed azea. The lava tube continues approximately 225 meters further east before becoming impassable, but no further cultural material was present beyond the clearing. 55 RC-0291 k ~ :~vF ! . ~!~Pk: M) r Yet. M~IIS'~_kYF'~:~~.. Y+ ~ S p,4 d 1 ^f S d. Y~~~ i 'ply _ "ff R r~ Y' A V ~ ~ J ' 5 1F~X T,{. s~ w ~+s. rrq e M1 ~1. ti i 7 A~ Y e ~ry 4 Figure 72. SIHP Site 14368 Feature C paved path leading into opening view to north. fit ? ~ PP ` Y .alb a N. f ,a~ ix~. f,'~ Q~2~. J y.. a ^ v G ~y~,, s .~-"4~e~ * x.~ i x ~ u+ ,tlt ~ ~ k J ?~~~~1y : 'may r~x s ~v~~!a k r ( ~ ~;k^L.7 ~ ~ C ..t Figure 73. SII-IP Site ]4368 Feature C upper paved terrace and eastern tube entrance view to east. 56 RC-0291 i ~ , >a~,M1 A a y ` `qe Y ' era.- ~t ~_.r ' ~i y! l~ ~ a {A ~ y n tip:-' arty , Figure 74. SIHP Site 14368 Feature C lower terrace view to southwest. Feature D Feature D is a circular cairn located on the ground surface at the eastern edge of Feature C above the eastern tube entrance (see Figure 68). The location of the cairn corresponds almost exactly to the northern boundary of the study pazcel. Also, an old wooden pole mazking the property boundary is standing upright 1.5 meters south of Feature D (Figure 75). Due to its proximity to the property boundary and neazness to the property pole, it is suggested that Feature D functioned as a boundary marker prior to the placement of the more recent pole. Feature D has the appearance of a circular enclosure with no opening. It measures 3.2 meters in diameter (from exterior edge to exterior edge) with an interior diameter of 1.2 meters (Figure 76). The feature is constructed of stacked pbhoehoe slabs resting on bedrock and stands up to 80 centimeters above ground surface. The southeast edge of the cairn is largely collapsed A single fragment of metal wire was found within Feature D's enclosed area. ~ t., r r~ ~.-ti ~~I~I ~~il y ~ , ~':;,is~'4~~~ ti;~.'~ ~r > ` :.4 P!'e q 1 j'~,;p . y 7y,. yx 17 5 j?. rt( ~M, N}1~ Figure 75. SIHP Site 14368 Feature D and nearby wooden pole view to west. 57 RC-0291 ^ it `:~,rr y` 1 - 1,J;° 4. . yc ~ _ '~S{' ~ iR'_ ~ 4!" i~' k .r$, ~}S~N t 1'y - ~ y ~ y ~ - -~;h~ f . y R~' ~ ~ IN's ~u; _ Figwe 76. SIHP Site 14368 Featwe D close-up view to north of collapsed southeast side. Feature E Feature E is a stacked pahoehoe cobble alignment 2 courses (45 centimeters) high located along the northern property boundary approximately 50 meters southwest of the main habitation azea at Site 14368 (see Figure 2). The alignment runs for 4.9 meters along the property boundary. It is constructed of pbhoehoe slabs and cobbles (Figure 77). Feature E may have been leveled along its north side with the swrounding bedrock giving it a width of 1.8 meters. This featwe most likely functioned as a boundary mazker similaz to Featwe D, but could also have been used as an agricultural terrace similaz to the mounds of Featwe B. Feature F Feature F is an L-shaped alignment of pbhoehoe cobbles stacked against a natural bedrock outcrop located along the northern property boundary 48 meters southwest of Feature E (see Figwe 2). Each segment of the L-shaped alignment measwes 2.2 meters long and stands up to 60 centimeters above ground surface along its interior north and east edges (Figwe 78). The south and west sides of the alignment are level with a bedrock outcrop. The walls of Feature Fhave acore-filled appearance and may date to the Historic Period. A modem (recently placed) survey mazker is located fow meters west of the L-shaped alignment. Featwe F may be a boundary mazker similaz to Features D and E, or it could have possibly been utilized as a temporary habitation, although no habitation debris was present. 58 RC-0291 b- : s `~G ~4 - ^ Y ~ ~ ~ r- ' t ~ ~ -w, ;~t,~a~ ~~S ~ ~ r 4' 1 ~yi 'Ii ~ ~ ~r ~.I s~' ~ s^ {(4R~Y 14 .'I. V ~ ~ ~ 3 d' i~ j~~~ it Figure 77. SII-IP Site 14368 Feature E view to east. 31`1:_ g~„ ~\r' , *u.~i ;.r /i .:r,:fi 4. 'i ~ ~y 4 ~i~~ i l~ ~ ~ t ~ ~~~y1~ v ,F y~~ SL R z , V _ zt ~I - ~=bsis~ 1 .J~ ,J > i ~ F.c a CI ~^'•v ~i•. - pY~-. 4-.,~+. it FX. N ^1 W ~ ~ ` 1 ~5'`Y i.. Figure 78. SIIIP Site 14368 Feature F view to south. 59 RC-0291 SIHP Site 14375 Site 14375 is a Precontact habitation complex located in the central portion of the project azea along the southern properly boundary (see Figure 2). The site consists of four lava tube/collapsed blister habitations (Features A, B, C, and E) none of which are connected by subsurface passageways, astepping-stone trail segment (Feature D), and a temporary habitation enclosure (Feature F). These features are located in an azea approximately 200 meters long by 70 meters wide. Several additional non-cultural collapsed lava blisters are also present within the site area. All blisters and subsurface passageways were explored to their fullest possible extent during the course of recording Site 14375. The identified cultural remains found at the features are consistent with a Precontact habitation function for Site 14375. Individual feature descriptions are presented below and the features' locations aze shown on Figure 79. Feature A Feature A is a habitation tube located at the western end of Site 14375 (see Figure 79). Feature A contains four large openings connected by an underground passage. The main habitation chamber (Features A-1 and A-2) is located 82 meters west of the most accessible entrance, which has a stepping stone entryway (Feature A-3). The subsurface portion of the tube is approximately 120 meters long, averages 8 meters wide, and stands 1.5-4 meters high. The floor of the tube consists of bedrock covered by cobble rubble. Habitation debris was found scattered throughout the feature. Feature A-1 Feature A-1 is a cleazed habitation area on the tube floor located at the western end of Feature A, just west of an inaccessible tube opening (skylight) (Figure 80). 1'he cleazed area measures 5 meters by 4 meters. A circular fve ring, measuring 2 meters in diameter and constructed of p6hoehoe slabs and cobbles placed on the natural bedrock floor (one course high), is located in the center of the cleared area. The interior of the ring is filled with fine grayish- white ash (Figure 81). Habitation debris identified at Feature A-1 included kukui, marine shell fragments (including Cypraea and Cellana), urchin (Echinoidea), pig (Sus) and goat bones. The cobbles that were cleared from the central area of Feature A-1 have been loosely stacked and piled (up to 40 centimeters high) along the exterior north and south edges of the cleazing. The cleared cobbles form two terraces (up to 1.5 meters wide), roughly paved with pbhoehoe slabs and cobbles, against the tube walls (Figure 82). These terraces were likely used as an additional living area. The clearing's east edge is unmodified roof fall material and the west end is a rnbble-filled tube passage. The tube becomes impassable approximately 10 meters west of Feature Arl. Feature A-2 Feature A-2 is an ash concentration on the tube floor located 16 meters east of Feature A-1 on the opposite side of the inaccessible tube opening (skylight) (see Figure 79). The ash concentration lies on bedrock, and unlike the one at Feature A-1, Feature A-2 does not have a rock ring encircling it (Figure 83). Habitation debris observed in the vicinity of the ash concentration included kukui, charcoal, Cypraea shell, and Echinoidea fragments, plus one fish bone located 1 meter to the west of the feature. 60 RC-0291 Feature B - - i - - SII-1P $ite 2386,7 ~ ~ i ~ i Feature F i ~ ~ ~ ~ ° Roueh ~ i ~ tiulidazcr i i cut ~ Feature E i ; i ~ i ~ Feature C ~s ~ i I i Feature BR ~•'-Feature D~', - ~ i ~i / 'i / Iv `r ~N/C ~ i~~ p ~ s i ~ / Waterworn ~ v N/C cobble ~ i• N/C~ N/C i / ~ ©N/C ~ ~a 3 v~'R~ " I ~ OIL i Scale in meters ' A-3 ~ ~c,, FeatareA r'r";i ~ ~ ~ ~ =Collapsed lava blister opening i i N/C =Not culturally modified ?'-2\~ i • =Subsurface lava tube entrance i A-1 `Q" =Subsurface extent of lava tube ~y ~ =Trail ; i i Figure 79. SIHP Site 14375 plan view. 61 RC-0291 .r. ` r a ~ ~ f • vx tv s :al.. ~ CIF jj. 'e~y+ . lY.. S s i , F Figure 80. S1HP Site 14375 Feature A inaccessible tube opening view to west towards Feature .41. . ~ Y A~ S ' .r ,h ~ ~'Ty~ ~ ti Ll~ Y . W ~a 1 *s ~ - _ lV- K L Figure 81. SII-IP Site 14375 Feature A-1 fve ring with ash concentration view to west. 62 RC-0291 A32p'e. K q . ~ 6" r .g ,y a ~ ~ 1!. ~ x ~ a 4 ~ x~;,;r ss+, , - . .,,mss S F , f ~~JwB. Figure 82. SIHP Site 14375,Feature A-1 terrace along north wall of tube view to east. r - i ,x'. F ~,~;z - ~ . _ .i ~ a.~ , ~ -~c.; 4.. ~.ti u \ ` Y. Figure 83. SIHP Site 14375 Feature A-2 view to west. 63 RC-0291 Feature A-3 Feature A-3 is a path that descends from ground surface, at the most accessible collapsed blister opening, into the subsurface portions of the tube system (see Figure 79). The pathway begins m the central rubble area of the collapsed blister, and runs southeast descending into the mauka segment of the tube system. The walkway consists of pdhoehoe slab stepping-stones set into pdhoehoe pebble fill (Figure 84). Pazalleling the stepping-stones to the north is a 3.3meter long by 45centimeter tall alignment of large pdhoehoe boulders that terminates at a large natural pdhoehoe bedrock outcrop. Paralleling the trail to the south is a naturally occurring wall of boulders 1.5 meters tall by 3.5 meters long. Past the north-facing wall of boulders, the south side of the trail is lined with large pbhoehoe slabs that are stacked in asemi-circle against the east-facing segment of the boulder wall. The slabs form a small terrace measuring 3 meters (north south) by 1.5 meters (east/west) that is roughly paved with small pbhoehoe cobbles (Figure 85). The stepping-stones form steps descending along the northeast comer of the ten•ace, and then terminate at its south end. A small (25-centimeter diameter) concentration of white ash (similar to Feature A-2) is located 2 meters east of the southeast corner of the terrace on the bedrock floor of the tube. The terrace may have been utilized for habitation purposes. The tube runs approximately 40 meters east of Feature A-3, past two inaccessible tube openings before ending in collapse. No additional architectural modifications were discovered. 1.. , r P' `yq~~~, y. '~F"FR . f i' ~ 1 i i ? L: 1 S 1N ~ N 1. I ~ t. 1C } A r. d ~ y R r,. Figure 84. SIHP Site 14375 Feature A-3 view to east. 64 s` / RC-0291 ~--+~y~ 7 y~ Y•Ji A < ~ t t~ . tiCC, . s . ~,~T''o:Y .C `-~+9'~{ ,tip L1 Mt L Ny 4.'~` Figure 85. SIHP Site 14375 Feature A-3 view to east (terrace in foreground). Feature B Feature B is a habitation tube with two entrances located along the northern edge of Site 14375 The lava tube runs for approximately 240 meters underground, from the eastem end of the site to its central area (see Figure 79). The tube is accessed through a small entrance at its eastem end within a long, narrow bedrock sink. The entrance is small, just large enough for an adult human to belly-crawl through. After a crawl of approximately 20 meters the tube opens into a lazge chamber. Within this chamber, a small concentration of Precontact habitation debris was discovered, including mazine shell, Echinoidea fragments, and pig (Sus) bone. The tube continues west from this chamber and is generally lazge enough for walking, although crawling is required in sections. Approximately 110 meters from the eastern entrance a black, "No Fear" baseball hat and a pair of sunglasses were discovered on the tube floor. Sixty meters further east, a 1990 U.S. dime and 1983 U.S. quarter were found on the tube floor neaz a pile of cobbles. This pile of cobbles was intentionally placed to allow access to a ledge located approximately 4 meters above the tube floor. The (edge contained a stacking of p6hoehoe slabs (8 courses, 1.1 meters high) beneath a small (1.0 meter in diameter) skylight located 3.6 meters above the ledge (Figure 86). The stacked slabs appeaz to be an individual(s)'s attempt to exit the tube (by standing an top of the stacking a tall, dexterous individual could conceivably climb out the opening). The tube continues approximately 70 meters beyond this feature before ending in collapse. Based on the small amount of habitation debris found at the eastem end of Feature B, it is likely that the tube was used for Precontact temporary habitation purposes. 65 RC-0291 i`r~~~f ~r i;~ .b` u S"` Figure 86. SIHP Site 14375 Feature B stacked p6hoehoe slabs view to east. Feature C Feature C is a collapsed lava blister located just west of a similaz blister (Feature E) in the central area of Site 14375 (see Figure 79). The surrounding ground surface consists of a weatheredpdhoehoe flow that has subsided leaving a depressed azea 10 meters in diameter with vertical sides and no lava tubes leading away from it (Figure 87). t ~ yµ .v . ~ ~ ~ ;t~~ 7J ~ - y ~ ss~ ~.z: Figure 87. SHIP Site 14375 Feature C view from southwest comer to the southeast. A sloping entrance of cobble nibble along the south wall of Feature C leads into the collapsed blister to a level terraced area at its center. Lazge to medium sized pdhoehoe cobbles and upright slabs line both sides of a stepping- stone walkway that ends atop this fairly level tertace. The north edge of the terrace stands 2-5 courses (85 66 RC-0291 centimeters) high, and measures 6.5 meters (easUwest) by 7 meters (nordilsouth). Pdhoehoe slabs are placed on the surface at the eastern end of the terrace making it level with the western end. Below this (to the north) the cave floor has been somewhat cleared of cobble rubble, beneath a slight overhang, leaving a living area 8 meters long (east/west) by 3 meters wide (north/south) (Figure 88). Small deposits of soil and ash are present in this azea. Habitation debris discovered within the cleared azea includedkukui and Echinoidea. In the southwest comer of Feature C there is a small terrace exposed to the elements. The north-facing front edge of the terrace is constructed of pdhoehoe boulders and cobbles loosely stacked 3-4 courses (l.l meter) high. Behind this the terrace's level surface, which measures 1.Sm (east/west) by l.lm (nortb/south) is paved with pdhoehoe cobbles and pebbles. One small coral fragment was discovered b the east of this feature. In the southeast comer of Feature C is a paved area that lies beneath a 5 meter (northeast/southeast) by 3 meter (northwesVsoutheast) bedrock overhang (Figure 89). This area has a partially exposed natural bedrock floor, and is also partially paved withpdhoehoe slabs and pebbles towazd the cave opening. Waterworn pebbles, kukui, coral, and marine shell fragments were observed in this area. On the ground surface outside the collapsed blister located 1.4 meters southeast of its eastern edge is a papamu. The papamu is pecked into the smooth exposed pdhoehoe bedrock ground surface (Figure 90). It measures 40 centimeters by 40 centimeters and consists of approximately one hundred 1-2 centimeter circular depressions in the bedrock, placed in 10 by 10 rows. :~,n . ,@ , ~ ~ ` r ,h, Tom' }t.~~ # ~ P - ~ ^Y s, ~ C1r 1 ~ ~T ~~JJJ J' I ~~i t~f+.. .w.?~+..y~is: - 11.,?.: .i~S _ t" ~~n~ ~ j~ ~ti ~`~i[}is..~rr ~/ip`~ i i°~a v ~h~s.~.~" ~ '7J:sgY ~ i i h ~zc~~'~ a .~u Tag 'W yk Figure 88. SIHP Site 14375 Feature C cleared area view north from ground surface along southern edge. 67 RC-029l k~ W, ~ ~ ~ rti:,`~ r ' 4 ~ ~ ~ss 1 r.~x;y• ; ~N, h' i A ~ ~ ~ '9fffff ~ f ;y .j, '..T.N yw ( Figure 89. SIHP Site 14375 Feature C paved azea under overhang view to southeast. °r ~ Y`~.. o~, y ~ ~ i ii @ u it I,~ ~ i~ (I ~ I "a~g , r W. Al# OVeCVle 't 14375 Feature C a a Fi ure 90. SIHP Si e B PP 68 RC-0291 Feature D Feature D is astepping-stone trail segment leading southwest from the southern edge of Feature C (see Figwe 79). The traceable segment of the trait runs for 22 meters across a cobble field and consists of large pdhoehoe slabs placed one after another (Figure 91). Featwe D disappears once it reaches a smooth p6hoehoe bedrock Bound surface. .a. a,~, " , X rt ~ ~i.Y,- - t + < L < r ~ ti ~ 'k' t, i ~ LL~~ ~'Sc f 'ILL ~ 3, , fir.? dz P , "4.~ ~ ~i y,~ r' I h C.", v a t4 I ~ 1~1 Figwe 91. SIHP Site 14375 Featwe D view to northeast. Feature E Feature E is a collapsed lava blister located just east of a similar blister (Featwe C) in the central area of Site 14375 (see Figwe 79). The surrounding Bound swface consists of weathered pShoehoe flow that has subsided leaving a depressed azea approximately 10 meters in diameter with vertical sides and only a short lava tube leading east from it (Figwe 92). A papamit is pecked into a natwal bedrock shelf against the south wall of the collapsed blister near Bound swface (Figure 93). Featwe E also contains a habitation area beneath a large bedrock overhang at its eastern end. The cultwally modified portions of the featwe begin where the Bound starts to slope down into a subswface area measwing 8.8 meters (easUwest) by 4.3 meters (north/south) (Figwe 94). About 1 meter east of the drip line the tube floor descends steeply into a 5 meter in diameter, circular chamber; from which a naaow tube segment extends 4 meters mauka before ending at collapse. Habitation debris observed amid the large-sized rubble, that has fallen to the tube floor included marine shell (Cellana, Cypraea, and other) fragments, Echinoidea fragments, kukui, pig and goat bone, a dogtooth, water-wom pebbles, coral, and an ash concentration. The ash is contained within a 1.5 meter in diameter fve ring located in the north-central section of the chamber. The ring is a spot in the cave floor where rubble was cleared and ash has accumulated. A collapsed terrace, 4.5 meters (north/south) by 1.5 meters (east/west), is located at the sloping entrance to the subswface portion of the tube. Built against the north wall of the tube, its eastern edge is constnicted of stacked pbhoehoe slabs; the western side is built into the slope. To the south, the feature has collapsed and lost integity, but it may have once spanned the entire width of the tube. 69 RG0291 Mme... ~,~,.r. w ~ t ~~y1F t Y...s i ~ 'J i 1 ~ ( -01 ~ t I ,T9 aaii 'i { 4 i y ! ~ ~ mss'.. + , ~ a.: a .f , ~ ~ A ~ ~ y~• 4 ~ ~ e .r t l gP. ~y • ~ r tH. 7 ~ k j~'~' ''~L .p 'ter ~r.t Figure 92. SIHP Site 14375 Feature E collapsed blister and tube entrance view to east. 1 ~ „_a ~ r tv' . , w ' i " 'x'- -ate , ~ ° i ~,I ~ ~ 1 _ :v ' wyy ~ 'a = b h- .t ~ ~ " ~ Figure 93. SIHP Site 14375 Feature E papamu view to south. 70 ~ RC-029l ~ L < t d~ x. 3. f ~ Y '!y ~ ~ r ~ i., ~ ~ ~v t y' ~}r ':Y ~~y k: sy.- 'F- t ''b + :w' ..7 i Figure 94. SIHP Site 14375 Feature E subsurface chamber view to west. Feature F Feature F consists of a three-sided enclosure and a piled lineaz mound located on pahoehoe bedrock ground surface 30 meters southeast of Feature E (see Figure 79). The three-sided enclosure is constructed with pahoehoe cobbles and small boulders on level pahoehoe bedrock (Figure 95). It opens to the west and southwest. The 55 centimeter tall north wall measures 1 meter wide and trends easUwest for 3.6 meters. It is separated from the adjacent eastern wall by a 1 meter gap in the enclosure's northeast comer. The collapsed eastern wall measures 3.5 meters long and only about 20 centimeters tall, and contains a rubble scatter to the east. The southern segment of the enclosure measures 3.5 meters long and is also mostly collapsed. A 2.3 meter long by 75 centimeter wide by 40 centimeter high lineaz pile of small pahoehoe boulders, which does not appeaz to serve any purpose, is constructed on the surface of a pahoehoe outcrop located 1 ].5 meters west of the enclosure. Feature F, based on its small size and crude form, likely served a Precontact temporary hatitation function (Gordy ] 981, 1995). ~fi ~ `:u iy ~ T'V ~ ~ ~I rte ~r l: of .mac I' i+!' A~~ ~ fir, i r. . yy C YF ~ Figure 95. SIHP Site 14375 Feature F view to north. 71 RC-0291 SIHP Site 23862 Site 23862 was originally recorded and tested in 1972 by the Bernice P. Bishop Museum during a survey of the then-proposed Kailua-Kawaihae road corridor (Queen Ka`ahumanu Highway) (Ching 1970, 1971). At that time the site was designated as Complex D, a collection of sixty-two archaeological features situated in two clusters (a mauka cluster and a makai cluster) located within Kau Ahupua`a (only the mauka cluster is within the current project area). The site was Later remapped and further tested by PHRI. (Rosendahl 1973) as part of archaeological salvage operations for the construction of the Kailua-Kawaihae Road (Figure 96). The salvage work carried out at Complex D--concentrating on the supposed main habitation feature of the site; a lava tube (Feature 701; now Feature 13}--was meant to mitigate any possible impacts to the features resulting from the construction of the highway (Queen Ka`ahumanu Highway is cunently located to the west of Site 23862). Ogden did not relocate the site during then archaeological inventory survey of the subject parcel (Schilz et al. 1990) and appazently Complex D was never listed in the State Inventory of Historic Places (SIHP). All but three of the features previously recorded within the mauka cluster of Complex D (Features 701-19, 701- 25, and 701-27) were located during the current inventory survey; Features 701-25 and 701-27 were most likely destroyed by road construction activity and Feature 701-19 was "dismantled" by azchaeologists during the salvage operation (Rosendahl 1973:29) (see Figure 96). In addition to the previously recorded featwes, 6 previously unrecorded features (Features 11, 12, 14, 15, 16, and 18) were also added to the site's description (Table 7). Since this mauka cluster of features had already been grouped into a single site, which has already undergone data recovery, it was decided to retain the feature grouping as a single SIHP site number (SIHP Site 23862). That being said however, the features-although certainly related spatially, if not temporally and functionally~ould be separated into five smaller groupings (Features 1-11; Features 12-14; Features 15-18; Features 19-29; and Feature 30; see Figure 2 and Table 7). As currently defined, Site 23862 is a grouping of thirty archaeological features (Features 1-30) located in the northwest corner of the project azea. The complex consists of five modified outcrops, three modifed depressions, four C-shaped enclosures, fourteen cairns (ahu), a rock alignment, a lava tube, a petroglyph panel, and a bedrock grinding slick. 72 RG0291 COMPLEX D MAUIU cwsTEe At18UST t972 0 p 20 30 ~ m • lb pEPRESSION MN ~ MAPPiN6 sTAT10N sROPC 4 PAHOEIIDE BUBBLE N4 • •IS ~ FEATURE •E •2 •1 701 ENTRANCE 12', •IT 10• 'jf Ig• •22 21 • 11• •y & 6 8 • • 2D • 28 •20 •24 •2S •27 Figure 96. Mauka cluster of features in SIHP Site 23862 (From Rosendahl 1973). 73 RC-0291 Ground surface in the vicinity of the site slopes gently to the west and consists of smooth p6hoehoe bedrock covered by fountain grass. The features of Site 23862 aze, for the most part, conswcted on elevated bedrock outcrops containing less vegetation then the swrounding ground surface. The entve site azea is littered with marine shell fragments mixed with some coral fragments and waterworn pebbles. Before the eruption of Hualklai in 1801, Site 23862 would have occupied a prominent location above the great fishpond of Pa`aiea. This site was most likely utilized before, up to, and after the time of that eruption for habitation purposes. Dates collected dwing the salvage operations at Featwe 13 (a lava tube) suggest that the site was occupied from at least the end of the 15"' century to the middle of the 1T° century (Rosendahl 1973:27). One of the petroglyphs at Feature 29 is a Hawaiian name spelled out in the English alphabet, suggesting that the site was utilized at least into Historic times. The natwe of the habitation at 23862 (specifically at Featwes 2-6, 8-10, 16-18, and 30) was most likely seasonal or recurrent-none of these features contain the substantives of construction to be considered permanent habitations (Gordy 1981, 1995~and involved a wide range of general living activities. Occupation at Featwe 13 (the lava tube) could be interpreted as more extended based on the amount of habitation debris present (Rosendahl 1973:62). Features 1, 6, 14, and 15 (all cairns) may mazk the route of one or more trails that are no longer visible across the p6hoehoe bedrock landscape. Features 19-29 (10 cairns and a petroglyph panel) are grouped on a bedrock outcrop at the Kau/Pu`ukala Ahupua`a boundazy and may represent a ceremonial site related to the makahiki festival (Rechtman 1999) (see below). individual featwe descriptions follow below and their locations aze shown on Figure 2. Table 7. Features recorded at SII3P Site 23862 and their previous designations. Feature # PH12I q Feature type Feature Function 1 701-17 Cairn Mazker 2 701-18 Modified outcrop Habitation 3 701-21, 22 Modified outcrop Habitation 4 701-23 Modified outcrop Habitation 5 701-26 Modified outcrop Habitation 6 701-20 Modified depression Habitation 7 701-24 Cairn Mazker 8 701-16 Modified depression Habitation 9 701-14 Modified outcrop Habitation 10 701-15 Modified depression Habitation 11 - Grinding slick Resowce processing 12 - Rock alignment Habitation 13 701 Lava mbe Habitation 14 - Cairn Mazker 15 - Cairn Mazker 16 - C-shape encloswe Habitation ]7 701-1 C-shape encloswe Habitation 18 - C-shape encloswe Habitation 19 701-9 Cairn Ceremonial 20 701-11 Cairn Ceremonial 21 701-10 Calm Ceremonial 22 701-12 Cairn Ceremonial 23 701-0 Cairn Ceremonial 24 701-2 Calm Ceremonial 25 701-5 Cairn Ceremonial 26 701-6 Cairn Ceremonial 27 701-7 Cairn Ceremonial 28 701-8 Cairn Ceremonial 29 701-3 Petroglyphs Ceremonial 30 701-13 C-shape enclosure Habitation 74 RC-0291 Feature 1 Feature 1 is a small calm (ahu) located in the south-central portion of Site 23862 (see Figure 2). The cairn is situated on the southwest comer of a pahoehoe bedrock outcrop that also contains Feature 2 {10 meters to the northwest) (Figure 97). Feature 1, which consists of approximately 25 piled pahoehoe cobbles (Figure 98), measures 1.6 meters long by 1.1 meters wide and reaches a maximum height of 0.8 meters above ground surface. The bedrock to the northeast of the cairn has been partially filled in with cobbles to create a more leveled surface. It is possible that Feature 1 mazks the former route of a trail that is no longer visible across thepahoehoe bedrock landscape. Feature 2 Feature 2 is a modified outcrop located in the south central portion of Site 23862 (see Figure 97). This feature consists of small to large sized pahoehoe cobbles used to augment a raised pahoehoe bedrock outcrop in order to create a somewhat level paved area on its surface (Figure 99). The feature covers a roughly square area that measures approximately 12 meters along each side and rises up to 1.3 meters above the surrounding ground surface. A small concentration of marine shell (n=30) was observed on the surface of Feature 2. Feature 3 Feature 3, located along the southern edge of Site 23862, consists of a slightly raised exposed pahoehoe bedrock outcrop containing two level paved areas (see Figure 97). The northern paved area, constructed along the northern edge of the bedrock outcrop, has a rough surface of small to large sized pahoehoe cobbles. This paved area (Figure 100), which is roughly triangular in shape, measures 6.5 meters long by 4 meters wide. Its north side reaches 0.75 meters above ground surface, while the west edge stands 0.3 meters above ground surface, and the remaining edges are level with the bedrock outcrop. The southern paved area of Feature 3 is located along the southwestern edge of the outcrop, approximately 4 meters south of the northern paved area. This pavement has a relatively uniform, rectangular surface of small to medium sized pahoehoe cobbles. It measures 6.5 meters long by 3 meters wide. A slight circular depression (15 centimeters deep), with a large CelJana shell adjacent to it, is present in the northwest comer of the paved area. Its north, east, and west sides are level with the bedrock outcrop, while the southern edge rises up to 0.3 meters above ground surface. The entire outcrop is littered with marine shell fragments (n>500) and waterworn pebbles (n>20). The bedrock section between the two paved areas is also level andwas probably utilized in its unmodified state. Featwe 4 Feature 4 is a modified outcrop located in the southwest comer of Site 23862 (see Figure 97). The feature consists of a small, relatively level, ferreted pavement, constructed of pahoehoe cobbles piled up against the west edge of an exposed pahoehoe bedrock outcrop (Figure 101). Feature 4 measures 6 meters long by 2.5 meters wide and stands up to 0.25 meters above ground surface along its western edge. Several marine shell fragments (n>20) and small waterworn pebbles (n>15) were noted on the surface of the feature. 75 RC-0291 Possible cobble r modification ~ ral 0 4 8 . ~J ~ Scale in meters Feature 10 (heights N centimeters) i' i' '•ti 't" Feature 8 v- Feature 9 '1" TU-3 ~ ~ ~ ~ ttt ~ c~a~ Feature 2 Feature 1 Feature 11 ° ' ( t- ~ So ° ° 'Y .l. e. K ° ' o i' ° (60 l X r• r ,~01 ~ Sloped bedrock 'r barge cellana entryw\ay Shen y~~o Feature3 . o 'r Feature 5 TU-2 Feature 6 ~ 'r ~ Coral Feature 4 't- Caral -Y ~ ~ 'r TU-1 , (xs) ~ = Water wom cobble x =Marine shell concentration =Fountain grass ~ © ~ Feature 7 = Depression =Contour of pahoehoe bedrock ,r ,r Figtue 97. SII-IP Site 23862 Features ]-11 plan view. 76 RC-0291 . ~:::.L z:: a. ~ - z - . , a. r. o ~ Y' w . ~ t;-i~Q-TMU ' i.q .a~:p~i . G.'y > i;: `k ,.K yam. y :da. Figure 98. SIHP Site 23862 Feature 1 view to east. may, M''~. 'Y~~ , 4a. ' ' ~ a ~e'-'~. , k _ s ~ }1r4 ~ ( a .~~A~~1 S 7f Y r ~ yi 5;~ f ~i% ' ; ~ ,>rl~,~a : i~+.~ r ~ . ~y* K'f~ ~ ~ ~ ~ rl ~ ~'1./r A. a fi ~ _y1 J ' `A`!!~~ rel y g ee as!../s.~R. l~ ~ ' al~~i s : Figure 99. SIHP Site 23862 Feature 2 view to southeast. 77 RC-0291 'I Ilil it r~~s~ _ ~I f9 ~I, '81B C ' ! 4'~ - ~ t r I~ ~ ~ r ~ ~ 1~ g t ~ - It ,.:.t , I;s, f 7 ~Pi' ' ~F ~ z7# y ~x~~~` ~ _ i r S. y,~ v t ~t t~ - ~ , 3' t~ a _ p _ r ° x~ yp~~''s7 ~ ~ Y ~ ~~p e ~ ~IfJ t.. _ ~ ~.1 r a,,' _ ~ ~ ~ r.,---~ Figure 100. SII3P Site 23862 Feature 3 northern paved azea view to west. - } ~ s ! "i 1r y , a.N' ra a:;~ j ' iii v, f f ~ F.~M" : :°.K -T { r ~t d ykp_ ;~~~`~.~_yb FKa x~ ;,.,ry~ ;f ~tT. I' u~.: Figure 101. SIHP Site 23862 Feature 4 view to southwest. Feature S Feature 5 is a modified outcrop located in the west central portion of Site 23862 (see Figure 97). The feature is constructed of well-stacked p6hoehoe cobbles on an exposed pnhoehoe bedrock outcrop. The cobble modification on the outcrop is divided into a northern section and a southern section by a 1 meter wide strip of exposed bedrock (Figure 102). This bedrock strip slopes at approximately 15°, following the natural bedrock contours, from ground 78 RC-0291 surface at the eastern edge of the outcrop to level top surface of the feature at the outcrop's western end. It was originally suspected by the field investigators that this strip might have been used as a possible entryway to the feature. However, upon further investigation into the previous azchaeology of the azea it was found that PHRI had tested the feature as part of an azchaeological salvage project for the construction of the Queen Ka`ahumanu Highway (Rosendahl 1973). During that project Feature 5 (formerly feature 701-26; see Figure 96) was called a platform. Rosendahl described the feature thusly: This is a rectangulaz stmcture, averaging 70 cm in height, with dimensions of 7 by 9.2 meters. A stacked-stone facing is found on two sides; the other two sides are formed by a natural outcropping. The platform is filled and roughly paved flat with small as cobbles. It was dismantled and found to be built upon a bare pahoehoe base. A single piece of shell and two pieces of coral were recovered from the fill. (1973:29) Judging from this description, it seems that the bedrock strip bisecting Feature 5 is simply an azchaeological excavation unit that was never back filled. Currently the feature appeazs as two separate, but related, constructions on a bedrock outcrop. The southern, smaller construction measures 3 meters long by 2 meters wide. Its eastern edge consists of roughly stacked lazge pahoehoe cobbles, which support a paving of small pahoehoe cobbles to the west. The northern construction measures 7 meters long by 2.5 meters wide. It has neatly stacked northern and eastern edges, while the remaining two sides aze level with the exposed bedrock. The surfaces of both the northern and southern constructions are leveled and paved with small cobbles and slabs of pahoehoe. One coral fragment, one waterworn pebble, and one cypraea shell fragment were noted on the surface of Feature 5. * x.:+t e I ~z y ,r t ~V~~~;,,~,„T ~ ej~~,I ~.y t~t~. sir ii ~ III i~° ~ "9~~~..y..c'~ .y. 3.« i `r M1 1$p~rA`~~"`Y~'~ t ` ~5 ~ ~ ~u,,. w.1 s.x e ,tea, w ~ t ii~~;' ~ n .wf a r ! . Figure 102. SIHP Site 23862 Feature 5 view to west. Feature 5 was re-tested as part of the current inventory survey. A single 1 x 1 meter test unit (TU-2) was excavated in the smaller, southern construction of the feature. Excavation of TU-2 revealed a simple two-layer stratigraphic profile terminating at p6hoehoe bedrock (Figure 103).. Layer I, the architectural layer, consisted of pebbles and small to large sized pahoehoe cobbles extending to bedrock at a depth of 25 centimeters below the unit's surface. Layer II consisted of small pockets of dazk yellowish brown (]OYR 4/3) very fine silt deposited within the cracks of the bedrock beneath Layer I. Fifty small fragments (9.7g) of unidentifiable mammal bone were collected from the screen. Also, trace amounts of mazine shell were noted in the soil, but were too small to be retained by the screen and therefore not collected. No further cultural material was recovered from TU-2, and excavation was terminated at (Figure 104). 79 RCA291 Feature 6 Feature 6 is a modified depression located in the southwestern portion of Site 23862 (see Figure 97). This depression covers a roughly circulaz (2.3-meter diameter) area 60 centimeters deep (Figure 105). The floor of the depression consists of bedrock covered by a thin layer (5 cm) of soil. Stacked pavements bound the depression to the east and west. The eastern pavement has a somewhat level surface, measuring 2.3 by 2.1 meters, formed by small to medium sized pdhoehoe cobbles that stand 60 centimeters above the depression floor. The western pavement measures 3 by 2 meters and has a very level surface of small p6hoehoe cobbles that rises 65 centimeters above the edge of the depression. The central depression is bounded to the north by a raised bedrock outcrop and to the south by an elevated ground surface. Several waterworn pebbles (n>6), marine shell fragments (n>5), and one coral fragment were noted near the feature, A 1 x 1 meter test unit (TlJ-1) was excavated in the western pavement area. Excavation of TU-1 revealed a two-layer stratigraphic profile resting on bedrock and containing a small lens of a third identified soil type (Figure 106). Layer I, the architectural layer, consisted of small to medium sized p8hoehoe cobbles mixed with cultural material that extended to a depth of 40 centimeters below the unit's surface. Layer II consisted of very dark gray (7.5 YR 3/1) silt with root and gravel inclusions. Layer II extended from 40- 70 centimeters below the unit's surface and soil moisture levels increased with depth. Layer II was excavated in three azbitrary 10-centimeter levels (Levels 1-3). Cultural material was recovered from each level (Table 8). A small, dazk brown (7.SYR 3/2) lens of organically rich, clayey silt, Layer IIb, was noted within the lower two levels of Layer II (see Figure ]06). One basalt hammerstone fragment, six urchin spine abraders, and one coral abrader fragment were recovered during excavation of TU-1 (Figure 107). Excavation was terminated upon encountering bedrock. Upon reviewing previous archaeological studies in the area, it was discovered that Feature 6 might have been previously tested by PHRI, Inc. as part of an archaeological salvage project for the construction of the Queen Ka`ahumanu Highway (Rosendahl 1973). In that report, Featwe 6 (formerly Feature 701-20; see Table 13) is called a rock-filled depression. Rosendahl notes that the feature was dismantled and that it had "a 50-cm-deep stone fill overlying ]0-to-15-cm-thick deposit of dazk gray soil containing a few pieces of shell, mostly cowry" (1973:29). This is a similar stratigraphy to that discovered within TU-1 as par[ of the current inventory survey. The central depression within in Feature 6 most likely represents the remains of an archaeological excavation unit that was never back-filled. Before the salvage operation at Site 23862 (Rosendahl 1973), Feature 6 probably had a level, paved surface similar to Features 8 and 10. Feature 6 was most likely utilized for Precmtact habitation purposes. 80 RC-029] 0 ]0 20 W Scale in centimeters Layerl Layer II =11 =11 =11 =11 =11 Bedrock =11 =11 =11 =11 =11 Layer I-Architectural layer consisting of pebbles and small to lazge sizedpahoehoe cobbles. Layer II- Dazk yellowish brown (1 OYR 4/3) very fine silt. Figure 103. SII-IP Site 23862 Feature 5 TU-2 south wall profile. i •rc• - ~4 ~.,.~r. it - i p vt~~' ' ? t Y _ 1 ..YJ 'S. ~ Figure 104. SIHP Site 23862 Feature 5 N-2 base of excavation view to south. 81 RC-0291 y ~ e . 1 I i ~o' ~ ~ ~ I ~a ~ e 1.,~ ~ ~ if <e II ~}~y~ i" "'Fi'r ,i 1 =YI". p. '~t ~ t„ r, f li i tl ~ ~ R ~ Ir Y~~, ~ ~i ~ h i Figure 105. SIIIP Site 23862 Feature 6 view to southeast. Layer I Layer II =11=1I =11 =1I -i1 = 0 l0 20 LayerlIb ~l W _ Scale in centimeters i~\ ~/=Ii Layer I- Architectural layer consisting of small to medium sized pahoehoe cobbles mixed with cultural material. Layer II- Very dark gray (7.5 YR 3/1) silt with root and gravel inclusions. Layer Ilb-Dark brown (7.SYR 3/2) lens of organically rich, clayey silt. Figure 106. S1HP Site 23862 Feature 6 TU-1 north wall profile. 82 RC-0291 Table 8. Recovered cultural material from SII3P Site 23862 Feature 6, TU-1. ACC# Layer Depth* Materla! Species//ype Count MNI Weight 1 I 0-40 Basalt Hammerstone 1 - 147.0 2 I 0-40 Bone Sus 1 1 0.1 3 I 0-40 Shell Cypraea 78 29 78.2 4 I 0.40 Shell Nerita 9 8 1.7 5 I 0-40 Shell Drupa 1 1 1.2 6 I 0-40 Shell Brachydontts 7 2 0.4 7 II 40-50 Echinoidea Abrader 1 1 2.7 8 II 40-50 Echinoidea Abrader ] 1 2.3 9 II 40-50 Echinoidea Abrader 1 1 1.3 10 II 40-50 Coral Abrader 1 1 1.2 11 II 40-50 Bone Fish 15 1 2.0 12 II 40-50 Bone Sus 1 1 0.9 13 II 40-50 Bone Bird I 1 0.2 14 II 40-50 Bone Small fragments 21 - 1.8 15 II 40-50 Volcanic glass Flakes 2 - 0.8 16 II 40-50 Shell Cypridae 1152 166 824.1 17 II 40-50 Shell Nerita 382 373 81.0 ] 8 II 40-50 Shell Brachydontis 450 167 55.2 19 II 40-50 Shell Drupa 63 17 48.0 20 II 40-50 Shell Echinoidea 119 - 17.1 21 II 40-50 Coral - 1 1 1.4 22 II 40-50 Shell Linorina 7 7 1.7 23 II 40-50 Shell Pyrene 1 1 1.2 24 II 40-50 Shell Conus 31 11 40.3 25 II 40-50 Shell Cellana 12 4 3.1 26 II 40-50 Shell Pinctada 3 1 2.0 27 II 40-50 Shell Fimhria 4 1 1.4 28 II 40-50 Shell Crab (claw) 1 1 <0.1 29 II 40-50 Shell Unidentified 6 3 1.9 30 II 50-60 Echinoidea Abrader 1 1 0.3 31 II 50-60 Echinoidea Abrader 1 I 0.2 32 II 50-60 Echinoidea Abrader 1 1 0.1 33 II 50-60 Bone Fish 5 1 0.4 34 II 50-60 Bone Sus I 1 1.1 35 II 50-60 Bone Small fragment 1 1 0.3 36 II 50-60 Shell Cypraea 103 10 60.2 37 II 50-60 Shell Nerita 83 82 18.1 38 II 50-60 Shell Brachydontis 69 24 8.3 39 II 50-60 Shell Drupa 15 2 5.3 40 II 50-60 Shell Echinoidea 16 - 1.9 41 II 50-60 Shell Conas 3 2 1.6 42 II 50-60 Shell Cellana 1 1 0.2 43 II 60-70 Bone Fish 1 1 0.3 44 I1 60-70 Shell Cypraea 25 4 12.6 45 II 60-70 Shell Nerita 18 16 3.4 46 II 60-70 Shell Brachydontis 14 5 1.7 47 II 60-70 Shell Conus 1 1 0.8 48 II 60-70 Shell Drupa 3 2 2.5 49 II 60-70 Shell Echinordea 4 - 0.7 50 II 60-70 Shell Pinctada 1 1 0.1 51 II 60-70 Shell Troches 1 1 0.2 *Depth to centimeters below unit's surface 83 RG0291 e i~ ; i, 1. ~ . ,a.ry s f• :Q is r2 -a ? s 5 & nrv.. Figure 107. Basalt hammerstone and abraders (1 coral, 6 Echinoidea) recovered from TU-1. Feature 7 Feature 7 is a cairn (ahu) situated in the southwestern comer of Site 23862 (see Figure 97). The cairn is located on an exposed bedrock outcrop that is raised up to the south and west of the feature. Feature 7 measures 1.7 meters in diameter and rises 0.7 meters above the surrounding ground surface, but is mostly collapsed (Figure 108). It may have been formerly constmcted of stacked lazge pdhoehoe cobbles. A dense scatter of marine shell fragments (n>100) sun•uunds the feature. Feature 7, like Feature 1, may represent the former route of a trail that is no longer evident across thepdhoehoe bedrock landscape. - _ '~F- ~ I'~ , f t _f ~ ~ t a ~ _L. sy - i~ " u. i k ' r rr d'~ al's ~l, *v!~ r;"' ~ ¢~y- W ~Y ..iJ ~ ? y ~'~•34'~ i A . y t ~f, ~ ?kk^^N . t Y i~ 1 . s~'"JSSi\~ rT,...?,,.~c:..~:Jil~i .s3..:~ .mitt Figure 108. SII-IP Site 23862 Feature 7 view to west. Feature 8 Feature 8 is a modified depression located in the south-central portion of Site 23862 (see Figure 97). It is constructed with lazge pdhoehoe cobbles filling in a depressed bedrock azea (Figure 109). The surface of the feature is paved with small cobbles to create a roughly level pavement. Overall, the surface azea of Feature 8 measures 7.5 84 RC-0291 meters long by 3.1 meters wide, and all of its sides are level with the surrounding ground surface. Along its northern edge, the pavement abuts the same bedrock outcrop that contains Features 1 and 2. The westem end of the feature is better paved than the eastern end. Marine shell (n>]00) and waterwom cobbles (n>10) were noted scattered in the surrounding azea. Feature 8 was most likely utilized for Precontact habitation purposes. Feature 9 Feature 9 is a modified outcrop containing two small pavement aeeas located in the southeastern portion of Site 23862 (see Figure 97). The surface of the exposed pbhoehoe bedrock outcrop is relatively level, with the small pavement areas located near the center of the outcrop. The westem pavement area measures 3.1 meters by 2.4 meters and consists of large sized pbhoehoe cobbles that have completely collapsed into an uneven surface (Figure I10). One waterworn pebble was noted on its surface. The second pavement, located approximately 3 meters southeast of the fast pavement area, measures 2 meters by 2 meters and consists of small pbhoehoe cobbles that fill in a slight depression on top of the outcrop. Many fragments of marine shell (n>300), some waterworn pebbles (n>5), and one coral fragment were scattered azound the outcrop azea. A third possible cobble modification exists along the eastem edge of the feature, but may also be interpreted asnon-cultural. Feature 9 was most likely utilized for Precontact habitation purposes. ~ `p +i e ~i M ' 'M . s Mme' - f., :rya-~- h st, . tl ~ti s S1 ~ ,i'$ ~ ' s' ~`y~ 4 ~:Y ti 4 t I ~ ~~2... ~y s _ Y~bV~i ze. - ',.y ~ ~ ~'P'm tit^ Figure 109. SIHP Site 23862 Feature 8 view to east. Figure 110, SIHP 23862 Feature 9 view to east. Feature 10 Feature 10 is a modified depression located in the south central portion of Site 23862 (see Figure 97). The feature consists of large angular pbhoehoe cobbles filling in a depressed bedrock area. The feature is paved with small to medium sized pbhoehoe cobbles to create a level surface area that measures 8 by 2.7 meters. A small depression, measuring 50 centimeters in diameter, is located neaz the westem termination of the platform surface. The west edge of the feature rises 55 centimeters above ground surface, with the remaining sides relatively level with the bedrock ground surface (Figure ] 11). 85 RC-0291 ,g`~.,. - . ' ti ' ~ f'11_ ~ ' r 1 + ~i ~ f~. 1. ,~I ~e I iS, Figure 111. SII-IP 23862 Feature 10 view to the east. A single 1x1 meter test unit (TU-3) was excavated in the approximate center of Feature 10. Excavation of TU-3 revealed athree-layer stratigaphic profile resting upon bedrock (Figure 112). Layer I, representing the azchitecmral layer of Feature 10, consisted of small to large sized pdhoehoe cobbles that extended to a depth of 39 centimeters below the unit's surface. Layer II ranged in depth from 39-46 centimeters below the unit's surface and consisted of very dazk brown (lOYR 2/2) moist clayey silt containing rootlets, basalt fragments, and bedrock cobbles. Mazine shell fragments were collected from Layers I and II (Table 9). Layer II gradually fransitioned into Layer III, a dazk brown (lOYR 3/3) moist clayey silt containing cobbles, roots, and decomposing bedrock inclusions. Layer III, and the excavation of TU-3, terminated upon reaching bedrock (Figure 113). Judging by the recovered cultural remains, Feature 10 was most likely utilized for Precontact habitation purposes. Table 9. Recovered eultarai material from SITUP Site 23862 Feature 10, TU-3. _ ACC # Layer Material Species/7ype Count MNI Weight 53 I Shell Cyproea 2 1 0.8 54 II Shell Pinctada 1 1 3.0 55 II Shell Cyproea I 1 0.1 56 II Shell Echinoidea 1 1 <0.1 Featwe 11 Feature 11 is a grinding slick on apiihoehoe bedrock flat that is located on the same outcrop as Feature 3 (see Figure 97). The slick azea--noticeable by its dark color and smoothed surface (Figure 114~measures 3.5 meters long by 2.5 meters wide. Feature 11 is located approximately 8 meters east of Feature 3 (a habitation feature), and may have been for food processing purposes. 86 RC-0291 0 10 20 Scale in centimeters Layer I Layer II Layer III Bedrock Layer I - Architectural layer consisting of small to large sized piled pahoehoe cobbles. Layer II - Very dark brown (1 OYR 2/2) clayey silt. Layer III -Dark brown (lOYR 3/3) clayey silt with decomposing bedrock. Figure 112. SII-IP Site 23862 Feature 10 N-3 east wall profile. , ~ n,~~ Figure 113. SIHP Site 23862 Feature 11 TU-3 view to east. 87 RC-0291 tiyy fi i ~ re 1 F~1" s ~ Y t f ~ s ',jl~ ~ ~ }i L ~~f • t, •.~v.-tea g a y~ '~i V P~ } J _ c ~ } .r gtiY . ~ { + ~ m ' 7 7 . Y.~ ° t a Figure 114. SIHP Site 23862 Feature I 1 overview. Feature 12 Feature 12 is a cobble alignment located in the central portion of Site 23862 (see Figure 2). The alignment, which is constructed of piled pdhoehoe cobbles standing up to 60 centimeters above ground surface and measuring 1.1 meters wide (Figure 115), runs northwesUsoutheast For 2.6 meters in a natural low spot between two pdhoehoe bedrock outcrops, connecting the two (Figure 116). The southern bedrock outcrop contains a large lava tube opening (Feature 13) and dense surface scatter of mazine shell. Feature 12 is most likely related in some way to the habitation use of Feature 13 (see bel~owt i .q { 111"' '_,';G'~i.a t~ S i i..~ i li Yii. f iY.r f n`` Fi i ~ Ada 1 r. " ~ ~~Y 'i ~ ~ ~ I Figure 115. SIHP Site 23862 Feature 12 view to the south. 88 RC-0291 0 2 4 I I I Scale m meters ~ (heighu in centimeters) Feature 1 ~ ~`o ~ Feature 13 ~ y _ _ ~ soil azea~ ~ ~ - \~i Mesh screen _ _ -a>`- - Marine shell ~;~j concennYation; =Fountain grass ~ = Pdhoehoe bedrock ~ =Contour of bedrock outcrop ~~i =Lava tube opening 0 =Interior of lava tube Feature 14 =Area of dense mazine shell deposits i =Direction of slope \ Figure 116. SII-IP Site 23862 Features 12-14 plan view. 89 RC-0291 Feature 13 Featwe 13 is a lava tube located in the central portion of Site 23862 between Featwes 12 and 14 (see Figwe 116). This lava tube was the focus of intensive subsurface excavations in the early 1970s by PHRI as pazt of an azchaeological salvage project for the construction of the Queen Ka`ahumanu Highway (Rosendahl 1973). Featwe 13 (formerly Featwe 701; see Table 7) was originally recorded and tested by Ching {1970) and then later reexamined and further tested by PHRI. Rosendahl (1973:23-25) described Featwe 13 as consisting of three chambers (a north, east, and west chamber), with the west being the lazgest and the azea where most of the salvage work was accomplished (Figwe 117). By the time of the Rosendah]'s work, virtually the entire cultwal deposit within the north chamber had been previously removed by Ching (1970), but 1 x 0.5 meter unit was excavated there. A 2 x 2 meter excavation unit was also completed by PHRI in the east chamber. The only architectural featwe found within the lava Nbe was a fire pit located in the west chamber. Combined, the Rosendahl (1973) and Ching (1970) work uncovered a lazge amount of midden remains (Figwe 118) at Feature 13, along with 230 portable artifacts (including 154 abraders, 21 adze fragments, 4 hammetstones, 9 fishing related items, 2 ornaments, and 6 domestic implements, along with several lithic fragments and cut shell and bone pieces). Three volcanic glass flakes where submitted for age determinations, which returned dates ranging from the end of the 15'" century to the middle of the 17`~ century (Rosendah! ]973:27). From this work, Rosendahl suggests that occupation at Feature 13 could have been extended in natwe and involved a range of general living activities that were related m some way to the neazby great fishpond named Pa`aiea (1973:62). A description of Featwe 13 from the current inventory survey follows below. The primary opening into Feature ]3, located on an exposed bedrock area, measwes approximately 7 by 5 meters, with a smaller, 1 meter diameter opening about 3 meters to the east (see Figwe 116). A somewhat level pdhoehoe rubble azea lies within the collapsed blister opening, which then slopes down into the cave interior on all sides except the south. Dense concentrations of mazine shell (Cellana, Conus, Cypraea, Drupa, Echinoidea, and Nerita) mixed with coral fragments and waterworn pebbles are located on the bedrock surface, within the interior of the opening (north chamber), and extending into the tube (Figure 119), but no azchitectural cultural modification was appazent. The primary makki tube interior measwes 9. meters across along the western side of the opening. The central azea of the mauki tube (west chamber) also contains scattered cobbles and boulders and soil deposits of fine grayish silt, with a small soil azea (3.5 by 2.7 meters) located approximately 7 meters from the opening that has been cleared of midden and artifacts. A mesh screen and dust mask aze located neaz this cleazed azea, and are most likely left over from the salvage project (Rosendahl 1973) (Figure 120). The lava tube continues more than 90 meters to the west, with the midden and artifacts trailing off within the first 20 meters of the tube's interior. A smaller cave, measwing 7 meters across, extends to the east (east chamber) off the mauka edge of the main opening. The secondary surface opening forms a skylight over this smaller, mauka cave. The interior of the mauka cave contains no soil, but has the same dense surface midden continuing throughout. The mauka cave has a rough floor surface of collapsed boulders and cobbles, and terminates approximately 8 meters to the east. Feature 14 Feature 14 is a collapsed cairn (ahu) resting on a pdhoehoe bedrock outcrop located approximately 17 meters to the southwest of Feature 13 (see Figwe 116). The cairn was constructed of flat, weathered, angular p6hoehoe cobbles that now make up a scattered pile measuring 3. ] meters long by 2.5 meters wide by up to 40 centimeters tall (Figwe 121). Featwe 14 may mazk the former route of a trail that is no longer evident across the p8hoehoe bedrock landscape. 90 RC-0291 g ~ ~ ~ o m _ a1 W i p ~ W W Zt m D A m P'1 X F ~ t h g _ - ~ ~ 4~ ~ig6q3~ S~ `e O O O Q aQ N ~Q W Q i s i< ~ ~ m ~ Y W & ? :v Figure 117. SIHP Site 23862 Feature 13, plan view of west chamber (from Rosendah11973:26). 91 AC-0291 Material Yeight of Pawins {qe) for Excavated Areas V Chasbar E thae6sr N thaabe (5 ad) (3 a~) {0.5 a2) SNELL 6astropoda (Univalves) Ta»bzn atttipillata lim~asus 148 4 12 Carwe oatw Hwass Carus ebtwsua Limasus 18 2 2 Como iapariatie Linnasus 150 - - Came Zitax+¢Lw mr.LZepsoiatatus Lawrck 27 2 Come testtila Linnaeus 5 Carat sPP• x44 69 25 Nvra2a Su6n+euZata Blelnvi ila 64 7 1 Ora AoLmida Lawrck 42 18 OMPa ricinua Linnaeus 173 _ - 27wia apsMa Blainviile 42 10 2f~aia hmpa Conrad i3 2 39ia{e inteLmedia Kiener 67 22 5 Cymty{ya p~:ttaare LFnnxus 7 " Cypnasa aaputaexpantia Linnaeus 13,15b 3130 1266 Cypmaa atvriiimia Linnaeus 59 118 CyP»ta »tiouZata Marryn 1261 3B7 - Stmwbue aaxoulatus Nut tall 29 2 PZmoaz~ie tabiosat A. Adaw 8 - tr Liieordrkt p{nsado Yood 15 7 3 gstoiwrieous ara:ntua Nuttali 100 12 19 Trwcktt intaztae Kiencr 3 10 2 Mz{ta pi.aea Recluz X304 309 1244 d'sritaPot{ta Llnnasus lfarttina aa:tioea Gray 194 22 22 pe7~a eaetentue {Muhlfeld) 3 - Pelerypada.(Bivalvss) gmchidontas oerebriatrtatue Pl lsbry~ 63 12 13 Iaognown faeZinnl caZiforniaen Conrad 1362 14; 172 Oat»a sp. 21 " Ant{pana »iiautata Linnaeus 34 ZI 2 TaZZiraa la/goaa Born 2 Echinodarmata (Sea Urchins) SoirinosAris diadeta (Linnaeus) 4 23 12 Hokinaerdn sarthasL {Blainville) 555 173 44 getaxroont:»tue mmnni ZZatae (Limiasus) 107 3g le _ CoZobowntnotua ot7ntue (Linnaeus) 10 25 FLORA AZeuribee aaZuoomva Yilldenow(fandlenut) 12(L)+ 26 60 Pondmu+a sDP• 17 90 - CMrcoal causrACEA z 1 - BONE wnral 353 B 7 Bird 2 4 2 Fish 295 50 52 shark Tooth - (1) MIStELLANE0U5 Swll pebbles (black) 101(5) - - Basalt cobbles 120{1) Lava 185 - aNO. of epeeimena in pazeotbesic. Figtue 118. SIHP Site 23862 Feature 13, Table 4 from Rosendahl (1973:28) listing recovered remains. 92 RC-0291 ..r c: y+4y, x y~ ~ -y: ai , ~ rid ;r } r~~ - J ~ rj ,S. S2i'.k y' kf. '4 `~t F , 4 ; ~ r w Vy - ~ ~ g ? K pf Y~ i y Ei ~ j ~i .,r Y` T y~ Mb min!'"~~.ii K~(':,t4y:. S tiY": x.~?.. Figure 119. SIHP Site 23862 Feature 13 entrance and surface marine shell scatter, view to the west. j _ „a~,_ ,xt y. iyn. ~M, G ~ x ~x ~ ~ . h - ~ ~ ~ i Figure 120. SIHPJSite 23862 Feature 13 cave interior with mesh screen, view to the west. 93 RC-0291 "~~.y , -.-'i~ a ~ 1s1 ° ~ ~ F~+s~r I.Wti f.; t~ ~Yr t~~ t ~ J ('i A ~ / 1 y$}' . S r aP i~ y K x Tf'lu r; ~ f F .r i '3 s= P ~ L ' .i. `y 3 -i Figwe 121. SIHP Site 23862 Feature 14 view to the west. Feature IS Featwe 15 is a collapsed cairn (ahu) located in the northeastern portion of Site 23862 (Figwe 122). The featwe consists of piled small to medium sized pdhoehoe cobbles on exposed pnhoehoe bedrock. In its collapsed state the cairn measwes 1.5 meters long by 1 meter wide and stands up to 20 centimeters above the surrounding bedrock ground swface. Feature 15 may mazk the route of a former trail that is no longer evident across the pdhoehoe bedrock landscape. Feature ]6 Feature 16 is the easternmost of a series of three C-shaped encloswes (Featwes 16, 17, and 18) that run easUwest along a bedrock ridge in the north central portion of Site 23862 (see Figwe 122). This small enclosure remnant opens to the north and is constructed of small to medium sized pahoehoe cobbles piled 1-2 cowses high (20 centimeters above ground surface). It measwes 3 meters long by 2 meters wide. Featwe 16 may have been utilized recurrently, or dwing a singular episode, for Precontad habitation purposes. Feature 17 Feature 17 is the central C-shaped encloswe located between Features 16 and 18 in the north-central portion of Site 23862 (see Figwe IZ2). The encloswe also opens to the north (Figure 123). The feature is in fauly good condition with the east edge remaining partially stacked and the other walls only partially collapsed. Featwe 17 measwes 4.5 by 2.5 meters and reaches a maximum height of 37 centimeters above ground surface. It is constructed of medium- sized p6hoehoe cobbles. Featwe 17 may have been utilized recurrently, or during a singular episode, for Precontact habitation purposes. 94 RC-0291 Feature 15 Feature 18 Feature 16 Feature 17 ~ o~ 0 0 o ~ a 0 2 4 Scale in meters ~ =Stacked edge f( (heights in centimeters) s_ Figure 122, SIHP Site 23862 Features 15-] 8 plan view. r .w av.,. t .r; rr .C ~ ',m tc ~ F ~ x ~ r 4 a f #'x C1: M. ! Figure 123. S]HP Site 23862 Feature 17 view to the west 95 RC-0291 Feature 18 Feature ] 8 is the westernmost of a series of three C-shaped enclosures (Features 16, 17, and 18) that run east/west along a bedrock ridge in the north central portion of Site 23862 (see Figure 122). It also opens to the north and is constructed of piled p6hoehoe cobbles heavily overgrown by fountain grass. This feature measures 2.7 meters long by 2.1 meters wide and rises 2S centimeters above the surrounding ground surface. Feature 18 may have been utilized recurrently, or during a singular episode, for Ftecontact habitation purposes. Features 19-28 Features 19-28 are a series of ten cairns (ahu) forming a rough circle on an exposed p6hoehoe bedrock outcrop at the northern edge of Site 23862 (see Figure 2). These features are located approximately on the northern border of Kau Ahupua`a where it meets Pu`ukala Ahupua`a. The location of these features at an ahupua'a boundary neaz a habitation area that was formerly near the fishpond of Pa`aiea, an important natural resource, provides information relative to the practices that may have taken place there. A similar series of ten cairns (SIHP Site 10992) was recorded at the Ka`upulehu/Kukio Ahupua`a border (Komori 1981, Carter 1985, Rechtman 1999) to the north of the current project area. In the preservation plan for that site Rechtman writes: It is at locations like this one that yearly tribute in the form of makahiki taxation was collectively made by the ahupua'a The ahupua'a chief (konohiki in Hawaiian) amassed material wealth and food and then offered it to representatives of the paramount chief and his god as they made a circuit around the island. If the offering was sufficient and accepted, then members of the ahupua'a were content that their yeazly cycle was renewed. If the offerings were not accepted, then further economic hazdships would be placed on the ahupua'a. When it was not makahiki season, sites like this were used for religious ceremonies associated with purification of the land. (1999:13) Features 19-28 appeaz to serve a similar function as the one purposed for Site 10992. Further testifying to the ceremonial mature of these features is the presence of four petroglyphs (Feature 29) pecked into a bedrock flat just to the north of the outcrop containing Features 19-28. No habitation debris was observed in association with theses features, but a large branch coral fragment was discovered on the outcrop within the central azea of the cairns' rough circular alignment. Individual descriptions for each of the cairns follows below and their locations can be seen on Figure 124. Feature 19 is a cairn constructed of medium-sized piled p6hoehoe cobbles with lazger stones towazd the center. It is in poor condition with rocks scattered in a circle 3 meters in diameter. Feature 19 attains a maximum height at its center of 43 centimeters above ground surface. Feature 20 is a cairn constructed of medium to Jorge sized p6hoehoe cobbles piled up and scattered over an azea 1.8 by 1.6 meters. The cairn reaches up to 33 centimeters above ground surface and is situated on a small, fairly level p6hoehoe bedrock outcrop that lies northwest of the lazger main outcrop. Feature 20 lies approximately S.S meters northeast of Feature 19. Feature 21 is a cairn situated on the north end of the main outcrop adjacent to a large crack in the bedrock. Constructed of medium to large sized piled and scattered p6hoehoe cobbles, the cairn covers an oval azea measuring 2.2 by 1.8 meters and reaches a height of 43 centimeters above the surface of the outcrop (Figure 12S). Feature 21 lies approximately 8 meters southeast of Feature 20. 96 RC-0291 .r Feature 20 0W2 4 ~rt7J Scale in meters (~3) (heighu in centuncmis) Feature 28 Feature 19 Oo0 0 O O (48) (a3)o~~ Feature 2l ~ ~ Feature 27 Branch coral ~ \ i~~ Filled crack Fea e 22 ~ ~ (sa) Feature 26 \ 'f' -I" -f- \ Feature 25 ~ eature 23 _ 0 ( ) i\~ l~ Feature 29 t ; (see Figure l96); ~ %i i .r ~ \ =Fountain Vass ~ Fe 24 =Pahoehoebedrock = Contour of bedrock outcrop (40) ~ ® =Crack in bedrock Figure 124. SIHP Site 23862 Features 19-29 plan view. 97 RC-0291 _ f 1` urns-, "•~•r, ±i 1' > tttvvv t ~ ~ ~ ~w: ~ ~ . .3 rW~~'YW I ~fi 4 rC d t ~7 1 ~ .l t i . I Q' i'+'ti'. i i^. ' ~i Figwe 125. SIHP Site 23862 Featwe 21 view to the southwest. Featwe 22, a favly well preserved cairn, is located neaz the center of the main outcrop just east of a filled crack (see Figwe 124). The featwe is roughly rectangulaz in shape and constructed of piled medium to large sized pahoehoe cobbles. It measwes 1.4 by 1.1 meters and rise 54 centimeters above the surface of the outcrop (Figwe 126). Featwe 22 lies roughly 8.5 meters south of Featwe 21. :r `3~; r: r ~ ''4PP'» a 3 ar a d':}~ t # k r¢~I: ~Yti u : J I~~ ~ ~ ~ y ' ~ ~ ~ t~t ~ ~ , i" R~ ~ < + .~3 Figwe 126. SII-IP Site 23862 Feature 22 view to the west. Featwe 23 is a cairn that lies atop the central apex of the main bedrock outcrop 6 meters southwest of Featwe 22 (see Figwe 124). This circular calm (2.5 meters in diameter) is in good condition, with a maximum height of 84 centimeters above the bedrock surface (Figwe 127). It is constructed of large pahoehoe cobbles at the base with medium to small cobbles piled on top to fill in the spaces. 98 RC-0291 - .t,mv - 1, .l , ~ r . &l 't i ~ 7~ + , 'S. ~ 4 xt y s c ~';~"R~ ~ a ; St's #I?~~ # ' : ` sr i`a+ ~ r~ .+~v' a g Figure 127. SIHP Site 23862 Feature 23 view to the southeast. Feature 24, located slightly to the southeast of the main outcrop, consiszs of a circulaz cairn (1.8 meters in diameter) constructed of medium to large sized piled p8hoehoe cobbles. The cairn is in stable condition and attains a maximum height of 40 centimeters above ground surface. Feature 241ies neazly 12 meters southeast of Feature 23. Feature 25 is a roughly rectangular cairn measuring 2.2 by 1.1 meters (Figure 128). It is situated along the southwest edge of the main outcrop (see Figure 124). The cairn is constructed of medium to large sized pdhoehoe cobbles piled up to 76 centimeters above the surface of the outcrop. Feature 25 lies approximately 6.5 meters west of Feature 24. Feature 26 is a circulaz calm (1.8 meters in diameter) that lies on a small peninsula of pShoehoe bedrock extending off the west edge of the main outcrop (see Figure 124). Feature 26 is constructed of small to large sized pdhoehoe cobbles piled up to 75 centimeters above the bedrock surface (Figure 129). It is located approximately 5.5 meters from Feature 25. Feature 27 is a poorly preserved cairn located along the western perimeter of the feature cluster approximately 5.5 meters north and slightly west of Feature 27 (see Figure ]24). The cairn, which is constructed of medium sized p6hoehoe cobbles piled up to 58 centimeters above ground surface, is scattered over a roughly rectangular azea measuring 1.3 by 0.9 meters. Feature 28, situated in the northwest corner of the feature cluster (see Figure 124), is a cairn constructed of piled small to large p8hoehoe cobbles that rises 48 centimeters above Bound surface. The cairn is scattered over an azea measuring 2.6 by 2 meters and lies approximately 7 meters northeast of Feature 27. 99 RC-0291 y~ ~g~ air ~.9.A~?7i a..: ~ ? ~~i ds! s~; ; . r yrL; ~r 1j t f~ f . u~' f+. $~yj' Figure 128. SIIIP Site 23862 Feature 25 view to the northwest. w ~ r .1 r ~y l~ i~ jP. ~ t ~ "a i~~ y i k ~ , «r n ~ Wx- ~ ~ ~ 1~1 ~ u r 4 x ~ ~i n x - 1 ~l ~ r r t t ~ r Figure 129. SII-IP Site 23862 Feature 26 view to the northeast. Feature 29 Feature 29 is a panel of four petroglyphs pecked into apShoehoe bedrock flat located 8.5 east of the bedrock outcrop housing Features 19-28 (see Figure 124). The petroglyph panel contains three separate goupings of figures (Figure 130). The first area contains two anthropomorphic figures ranging in height from 30 to 40 centimeters. The second azea contains a single anthropomorph 35 centimeters long by 30 centimeters wide, with a small, unidentifiable, possibly eroded petroglyph neaz the left foot. The fmal figure is a pecked name, obviously created during historic times, which reads, "KEKAULAHAO" (Figure 131). The name is 100 centimeters long with the lettering measuring approximately 12 centimeters in height. As previously mentioned in the description for Features 19-28, Feature 29 may be part of a ceremonial site related to the makahiki festival (see above). 100 RC-0291 i O3 0 20 40 Scale in centuneters ~~G Q ~ ~ ~ ~ ~ ~ ~ ~ ~ \ %G ~ =Fountain grass ~ i ~~i = Pahoehoe bedrock =Area of petroglyph QQ =Grouping of petroglyphs Figure 130. SIHP Site 23862 Feature 29 plan view. 101 RC-0291 rer -.1 St"'~L M ~ t - ~ y uv.. YET .4. s yY - 4'~. ~..e f y.! 1}e4 1 c Fem. . y. _ t. ~f, _r: rr- grx. ' q t z ~a , ~ i > < i .,~„~..'y' . ~ f 1 ~ 4 t s".: } v ~ ~ } x ~ vy / ~ e ~ t.. ~ w ~f* }3 r - t r t t n ~ f y ~ Figure 131. SIHP Site 23862 Feature 29 petroglyph group #3, overview. Feature 30 Feature 30 is an isolated C-shaped enclosure located in the southeastern comer of Site 23862 (see Figure 2). The enclosure opens to the northwest and is constructed of small to large pdhoehoe cobbles arranged on an exposed pdhoehoe bedrock surface (Figure 132). Interior dimensions of the feature are 2 by 1.65 meters, with the interior edge consisting of a lineaz alignment of large pdhoehoe cobbles one course high (Figure 133). The outside edges are piled or collapsed, standing up to 35 centimeters above ground surface. The wall widths range from 80 to 100 centimeters. Old flagging tape was noted tied azound a rock in the central area of the feature. Since this feature was not recorded by Ogden (Schilz et al. 1990), the flagging must be left over from the PHRI salvage work at Site 23862 (Rosendahl 1973). A short, lineaz alignment of cobbles was noted 12 meters to the north of Feature 30, but is probably not cultural. No habitation debris was observed in the area, suggesting that Feature 30 may have been utilized only spazingly, during a singular episode, or perhaps on a limited recurrent basis, for Precontact habitation purposes. 102 RC-0291 Q 0 0.5 1 L__1-J boo oho Scale m meters O (heights in centimeters) ,y51 O ~°O ~ O o Q ° 0 ® (35) O a o8 °O° . 0 00 o ~ ® Rock with old flagging Figure 132. SIHP 23862 Feature 30 plan view. ~a ~ Figure 133. SII-II' 23862 Feature 30 view to the southeast. 103 RC-0291 SIHP Site 23864 Site 23864 is a modified outcrop enclosure located in the western portion of the project area along the northern border of Kau Ahupua`a (see Figure 2). The site consists of a natural pbhoehoe bedrock outcrop that has been modified to create a small three-sided enclosure opening to the south (Figwe 134). The north and west walls of the encloswe are formed by the remnants of a small lava tube (6 meters long by 4 meters wide) that collapsed, leaving neazly vertical thin segments of pdhoehoe bedrock rising 120-150 centimeters above the surrounding ground surface (Figwe 135). Cobbles were added to the northwest comer of the encloswe to fill in a gap between the north and west bedrock walls (Figwe 136). The east wall was formerly constructed of upright pdhoehoe slabs, which at one time probably consisted of two rows of slabs with small cobbles used to fill in between and hold the slabs in place, but is now mostly collapsed, leaving only three slabs that remain standing (Figwe 137). The interior of the encloswe is filled with fountain grass. A concentration of coral (including branch coral), along with two oblong waterworn cobbles, was discovered in the northeast comer of the enclosure (Figure 138). The two cobbles were propped up against an uprightpdhoehoe slab with coral arranged azound them and a small rock tied with flagging tape placed beneath them. This arrangement could represent a small shrine, or perhaps a placement of portable artifacts arranged by whoever left the flagging tape, which appears to have been left at the site by azchaeologists. Site 23864 was not recorded during the eazlier Ogden inventory survey of the study parcel (Schilz et al. 1990), but may have been discovered by PHRI, who began an inventory survey of the pazcel that was never completed or reported on. Whatever the case, based on the presence of oblong water worn cobbles and branch coral (along with the lack of habitation debris), Site 23864 was most likely utilized dwing Precontact times as a shrine. Based on the size and opportunistic construction of the enclosure it could also have served a secondary function as a temporary habitation (Gordy 1981, 1995). Site 23864 may have been constructed and used by residents of Site 23870 (a habitation complex to the east). The location of the shrine, along the ahupua'a boundary, suggests that Site 23864 could have had ceremonial signi£cance related to the makahikr festival (similaz to Site 23682 Features 19-291ocated to the west). 104 RC-0291 0 0.5 1 W ~ ~ Scale in meters (heights in centimeters) \ t R 1~~ q~~ \ i~d ~ ' Rock with ,~I ~ flagging v,L ~ ~ g~7 Coral Branch ~vpb1 ~ coral ~ ~ ~ ~ % (al) Q o~~ Q ,r 0 f- ~ ~ ~ Q F- Q 4 8 0 -r o ~ o F-- ~ o~~ =Pahoehoe bedrock ~ ~ ~ ' ~ =Fountain grass = Upright pahoehoe slab ~ O = Pahoehoe slab ® =Water worn cobble 'r ~~o ® = Vertical bedrock face = Direction of slope Figure 134. SIHP Site 23564 plan view. 105 RC-0291 ?d • ~~~~~~.1~ I ~y A 4 ~ ~ C ~ ~ ~stt d i~tx ,y_S e~gg~ z~' . ~ ~ t 1 rr C $g ~ Ll '~k l - t p~t^ ~<ir ~ .~+~1ii' ~ '21+k~ LN//~YJJy h~y N i ~Li:• ~ i~:c ~ ir~~ry'i C'I~l tYf ~r.:f,~j~ ~i~~. Figure 135. SIHP Site 23864 view to the north. • 1 ~~}4w'• i~~l s r _.~l. , ~ Ys ~ tt Nj x" ~4 'L a ~ y r . x. i -....W f~{yy„ ~ , - ~I it ~ ~ Figure 136. SII-IP Site 23864 close-up of filled gap view to the west. ]06 RC-0291 f • l x.:- .v.L~.t... ' R ~ 3, ~SqVjyt~ ~ ~ S~, I _ ~ 40rw y r. t ~~r e .M}. i ~ }n, f ~ W ~jJ~/~~d ~ ! ~ ~R a, ~U~'?'1fi A sta. ~ ` i ~ Figure 137. SIHP Srte 23864 close-up of upright pahoehoe slabs view to the northwest. i arm ~ ti i - i ~ I~ ~s; fir'- '-<'~i..` ~ r- ,m a~ , a ~ s:~ ~ x.r S 12~~ A "s~' ~ ~ S 7 e. Y ~ ~G~k d73 ~ ~ ~ rt~i }y„ ~ ~ ~ 7i ~ r ~ t' w ~ ~1[ 1 ~ ~ ~~~r ~ ~4 ` . .l..,r~ J~ ~ ~ .T..:. - Y .R,. y., ~ S F tom. Y Lt ~`i„ws. fir, r . - ems,.. ~ Figure 138. SIHP Site 23864 overview of waterworn cobbes and coral. S1HP Site 23865 Site 23685 is a historic roadbed that runs mauka/makai across the western portion of the project area (see Figure 2). Traceable sections of the roadbed run from the southern edge of Site Complex D east past Site 23870 where it exits the project azea to the north and continues to a large platform not recorded as part of the current study. The road appears to have been intended for use by wheeled vehicles, most likely carts and wagons, during the 19m and eazly 20`" century. It may have functioned as a driveway to the aforementioned platform located on the adjacent parcel to the north. The roadbed is constmcted (to varying degrees) of pahoehoe cobbles laid out on pahoehoe bedrock. in some azeas the road consists of unmodified smooth bedrock. In other azeas cracks and depressions in the bedrock have been roughly filled with cobbles to create a somewhat level path. Near the northern boundary of the study 107 RC-0291 parcel the road climbs a seep hill. In this section cramp-3.3 meters wide and constructed with large cobbles stacked along its exterior edge and medium sized cobbles paving the interior-was built to allow for easier passage up the hill (Figure 139). Isolated mazine shell fragments, waterworn pebbles, and coral were noted along the route of the road. Also, a clear glass bottle with no mazkings was found cached in a bedrock outcrop near the edge of the roadway. It is possible that Site 23685 follows the alignment of an older foot trail. ~4 ~1.4 i. - ,.r ti~~~N ` F~ ~ Vii. t ' ~ ~ I ~M1 ~i ~ -t .n ~ i A, i i r~ -4 ~I P '3: a5, y :mow ~ ~ ! ~ ~ ~ b 4 ~ ~ ~ (~1! F L~ P C ,r 4t ~ ~-ti~l. V~ h. ~ t' Figure 139. SIHP Site 23865 view to the northeast toward Site 23870. SIIIP Site 23870 Site 23870 is a habitation complex, situated on the top of a small hill, along the northem property boundary in the western portion of [he project area (see Figure 2). The site consists of a habitation area within a lava blister (Feature A), two pavement azeas (Featwes B and C), an oval alignment of stones (Feature D), and a platform remnant (Feature E) (Figure 140). The hill has a commanding 360° view of the surrounding area, which-along with the presence of a natural lava blister-is probably why Precontact Hawaiians decided to live there. Based on small size of the features and their insubstantial construction (Gordy 1981, 1995), the nature of the habitation appears to be semi-permanent or perhaps seasonal and may have been related to the site's proximity to the great fishpond of Pa`aiea, which was destroyed by lava in 1801. An old property boundary marker "H4" is spray-painted on the bedrock between Features A and B, along with a circular paint mazk and a small pile of cobbles (Figure 141). Site-23865 (an old road bed) runs along the northern edge of Site 23870 and Feature E may have been partially dismantled to construct its length. Marine shell fragments along with some old bullet casings and a few AA batteries were noted on ground surface within the site area. Many of the marine shell fragments appear to have been removed from the lava blister (Feature A) indicating that the site was perhaps looted or previously tested by archaeologists, but never reported on. Ground surface on top of the hill consists of sparse soil with large azeas of exposed p6hoehoe bedrock. Vegetation throughout the area consists almost solely of fountain grass. 108 RC-0291 - ! I = Pahoehoe bedrock I~ ~ ~~"7j~ =Fountain grass \ ` Y ~0~ Feature C \ ,J~' hcli O 0 2 4 =Direction of slope 11 O Y" " TU-13 = Interior of lava blister Scale in meters - (heights in centmleters) = Lava blister entrance I/ II / II 1j =11~ / a 11 4 4 ~I ~ Feature B 11 . / / I I II it So Festure D11 = o ~\i .t / Y" ~ ~ Bumedstake Il,u~~ _11\ w ~~-11-II i~ `~~-1'y ='I'~\~ Filled crack Paint mazk with I srnall cairn - I ~ ~ //11-1 %j1 ~/1\~ `~11 - . % Feature A . r Sorted shell f ; ~ 11 ~ ,gyp/ile - V IIGI W ~ 1 u \ss =b = Posstble fire ' area E .o n II 'l /r u( oQl~ = V \ o I I ~ y p\ O; - 12 meters to ~R _ I I I Feature E y I y y Figure ]40. SIEIP Site 23870 Feattues A-D plan view. 109 RC-0291 2C/°".. ,r ~.F+"..- ~ t.> w , g. _ZJ L i. +Yn ;P ^ - M~ ~.~~ji { - C i~~l ~ ~ 1 t c ~ t p` Figure 141. SI11P Site 23870 overview of property marker. Feature A Feature A is a small lava blister with two openings centrally located on top of the hill at the makar edge of the site (see Figure 140). The western (makai) opening measures 0.8 by 0.5 meters (Figure 142), and the eastern (mauka) opening measures 1.7 meters by 1 meter (Figure 143). Both openings contain marine shell and coral fragments and are connected by asub-surface passage. The interior of the makai opening is narrow, filled with rubble and has a very low ceiling. The mauka tube interior is comparably spacious, with a thin layer of soil covering the cleazed, level floor (Figure 144). A large stone rests directly inside the opening, and may have served as a step into the interior. This end of the lava blister seems the most likely area for habitation. Modem debris of batteries and bullet casings were also noted within the blister interior. A small pile of size-sorted shell is located 2 meters noRh of the mauka blister entrance, and may have been left by looters (or perhaps archaeologists). Approximately 3 meters south of the mauka blister entrance is a small area that may have been used for foes. ~ ~ ~ A * ~ ~ ~ S'. ' .v/rra' Y ~ ' I~ r ~4 r Y+ ~4 iy~ r~ jj.~. Figure 142. SIHP Site 23870 Feature A overview ofmakai blister opening. 110 RC-0291 ~h, t ; ~~R R its' kf„~r ~ ^ I { A~'.v ,;}1.-' 1 RV _i. ~ f 1 //y j~~~1%F "..J ~ 'i i[ ~ Fir A FY ll y ~ t M~tL~•"A~ y. F b ~ r ,cT~ M1,a 'Pt t X, wax .k; y. y •s Y ~i F 4 . ~ ~ F ~ ' i ~i I I 4 Figure 143. SIHP Site 23870 Feature A mauka blister opening view to south. ' ' x... ~ x s, 3-~' _ ~..3,~,._' ~ ~ ~ ~ ~ a r~^ _ Figure 144. SIHP Site 23870 Feature A interior view to east I11 RC-0291 i Feature B Feature B is a terraced pavement located 7 meters east of Feature A (see Figure ]40). The pavement, measuring 8 by 5 meters, is constructed of piled pdhoehoe and 'a'd cobbles (Figure 145). Smaller cobbles, pebbles, and flat pdhoehoe slabs pave the feature creating a relatively level surface. The north and east edges of Feature B rise 60 centimeters above ground surface, while the other sides aze level with the surrounding bedrock. A second elevated level of pavement exists along the southeast side of the feature, but appears to be mostly natural. Marine shell and coral were observed on the surface of Feature B. A small, partially filled crack lies 3 meters to the southwest of Feature B, but may not be cultural. This feature was most likely used for habitation purposes. + •~.aa---'~`" ~ c" Spa , ~ y ~ ~ ~ 3 " t' ' r, } . ~...z ~ s 7'. s ~ ~i z: Figure 145. SIHP Site 23870 Feature B view to south. Feature C Feature C is a collection of large pdhoehoe cobbles and boulders located in the southeastern area of Site 23870, parF way down slope from the hilltop containing Features A, B, and D (see Figure 140). This area may at one time have been a terraced pavement similaz to Feature B, but is now completely collapsed and unrecognizable (Figure 146). Feature C measures 6 by 3 meters and reaches a maximum height of 85 centimeters above ground surface. A single 1 x ]meter test unit was excavated along the north edge of Feature C (Tti13). 6 I~~ f ~ $ F^ x; l iL E t ~ G: n~s"k Y n~ f ~u. 3sf1 ~ 1'4'~} f ~ Rd s ~ ~ , w" . r y--. ,.'i. - r tr ~iy ~ wj; ,_a ~lsk J ~ ao• ~y df ~~yt ~~~1~ Figure 146. SIHP Site 23870 Feature C view to west. 112 RC-0291 Excavation of TU-13 revealed a two-layer stratigraphic profile resting on bedrock (Figure 147). Layer I, the architectural layer, consisted of medium to large sized pdhoehoe cobbles that continued to 55 centimeters below the unit's surface. Layer II consisted of very dazk brown (lOYR 3/2) loamy silt mixed with cobbles and gravel 22 centimeters thick. This layer contained small fragments of marine shell (Table 10) and extended to undulating pdhoehoe bedrock. Excavation of TU-13 terminated upon encountering bedrock at a depth of 77 centimeters below the unit's surface (Figure 148). Table 10. Recovered cultural material from SIf1P Site 23870, Feature C, TU-13. ACC# Level Ma[eria[ Species%fype Count MNI Weight 109 II Shell Cypraea 1 1 I.1 110 II Shell Echinoidea 1 - 0.2 111 II Shell Unidentified 2 ] 0.2 Feature D Feature D is a small, oval alignment of stones located about 3 meters south of Feature B (see Figure 140). The feature is constructed of approximately thirty large pdhoehoe cobbles stacked and piled 1-2 courses high (45 centimeters above ground surface) and arranged in an oval covering an area 2.7 by 1.6 meters (Figure 149). This feature may have served as a fve ring or perhaps a small temporary habitation. Feature E Feature E is a platform situated along the makai side of the small hill that contains Features A, B, and D approximately 12 meters northwest of Feature A (see Figure 2). The feature is constructed with small to lazge pdhoehoe cobbles stacked 4 to 6 courses high to create a rectangular, fairly level platform measuring approximately 5.5 by 2 meters (Figure 150). The western wall of the platform remains neatly stacked, while other areas of the feature are eroded and collapsed (Figure 151). Two small stacks of medium-sized pdhoehoe slabs and cobbles lie atop the platform along its western edge. The north stack measures 40 centimeters above the platform's surface, while the south stack, a large slab crossing two cobbles, rises 32 centimeters above the platform's surface (Figure 152). These stacks may be cairns (ahu), related to Site 23865 that were built on the feature's surface at a date later than its original construction. Site 23865 (an old road bed) abuts the north edge of the platform. It appears as though Feature E was partially dismantled to aid in, and allow for, the construction of the roadbed. A single 1x1 meter test unit (TU-12) was excavated in the north half of the platform. Excavation of TU-12 revealed a simple two-layer stratigraphic profile consisting of an architectural structure layer and a thin soil deposit (Figure 153). Layer I, the architectural layer, consisted of well-fitted, small to large pdhoehoe slabs and cobbles that extended to 106 centimeters below unit surface. Cultural artifacts, including marine shell fragments and kukui, were recovered from Layer I. Layer II consisted of a thin, 2-5 centimeter thick soil deposit dvectly beneath the architectural layer resting on bedrock. This soil layer of very dark brown (lOYR 2/2) fine silt contained small roots and cultural artifacts, including marine shelf, fish bone, and charcoal (Table 11). Layer II, and excavation of TU-12, terminated upon reaching bedrock (Figure 154). 113 RC-0291 Rocks south of unit LayerI ,~~_n=u_u=u _ i~ - - ~ ~ Layer II o to 20 W = i I = I I ? u ~ Q Bedrock Scale in cen[Lneters i,~ 'tt=11, .o% _tto 11 Layer I -Architectural layer consisting of piled medium to lazge sized pbhoehoe cobbles. Layer II -Very dazk brown (lOYR 3/2) silt loam mixed with cobbles and gravel. Figure 147. SIHP Site 23870 Feature C TU-13 south wall profile. -;~,y4 Y~.. y., r Sr"~ ~T F yy N_, 4 ~ } z,.,. ~ '~k"- t v,:f ~Q ~L. y~~ is ..rF.. i~Q ~ Figure 148. Sll-IP Site 23870 Feature C TU-13 view to south. ]14 RC-0291 ..M:~ ...s...y f ..XY ~ fed ,~~y- -~,,,"/°~iw f~J .o3r4w f~ ~ Cry,. .-'i ~ a+ ? ,t ~ 5 y t 'h.'" ..,i ,4~x a~+, "Kt 9 - h ~ jt Yry'' e i -f 4Y ~ a~ y ~ n r r r Wti '~~a 1 i Y t L I?.e+= st f Ili ~ } ~~kt~t~ ~ ,`a~~l~ kf~"'.I{ ~ r Y n- x_°.c"[-!{3it~zsldR ~~sq`' f,, d r,~. Sr~~+,x. r 4T •r _ »~sw .,.,1 ~ a. ~ : ~ , 3; F e~ `m p,: ' ~i ' J r ~ +r+r.,+ - 4 s +~ax. c. . . + s 1~~ ~ I ~ i ~ r ~ F Figure 149. SIHP Site 23870 Feature D view to north toward Feature B. A carbon sample recovered from TU-12 Layer II (ACC # RC-0137-108; see Table i]) was sent to Beta Analytic for analysis. The sample produced a conventional radiocarbon age of 1 ] Of90 years before present (Beta- 173874), indicating that the sample had burned relatively recently (within the last 200 years). With the exception of the cazbon sample, artifacts recovered from feature E seem to indicate a Precontact habitation function associated with Features A-D. The recent date for the carbon sample may indicate that the feature was used into historic (and even modem times), serving a function somehow related to Site 23865 (an old road bed), and that charred material from this episode of usage filtered down through the azchitectural layer (Layer I) into Layer II. Conversely, the cazbon sample could also indicate that Feature E was constructed later than Features A-D and is not related to them at all, or that Site 23870, 18 does not date to Precontact times, but to the Historic period. Although all the options are plausible, it seems likely, based on the lack of historic artifacts at Site 23870 that it was utilized for Precontact habitation purposes, but that Feature E (and perhaps the others) saw continued Historic use. I15 RC-0291 S,`e~3a(,S Y- ~ 12 meters to o Feature A 0 J (60) ~ ~ =Area of collapse ~''~(Y =Fountain grass J -Stacked face 0 0.5 1 ~r~ ~ I ~ =Stacked cobbles on platform surface Scale in meters (heights in centimeters) Figure 150. SIHP Site 238'70 Feature E plan view. 116 y RCA291 w . y . , ~ ~ .x.~t': e~ , `b. ~ K S b,. _ T J A yr..n, t 'LY'` 4 .~+~1 tip ~a tM14 +N. ilt ! .y ~ µ } i{ 1 q w t10 I " ~ i ,e a $ 4 ~ ~ ~t i A y 4: w ~ , w ~ ~ a.. ~ t r s ac3[ ~ Figure 151. SIHP Site 23870 Feature E view to west. Y. '}}~eqy ~1 ! , y ~ { hd A S~ - .~.I.:~if'1,. ~i F ,q yt . ,l~~_ pk yty+ ~7 fi2 V~ 6i 'y ^'~%1'. i1 .~t~~EY-~' t rs-~+?' ~ ~ ~ M4 5 f ;fir' z (f~yF{ w'+j ri ~~t V N J`4. lCf~ f y?T~~ 5 V .J 1t ~ ;l ~~t'M1 ;'Ir +.4a~',ir ~~1~,~1. Figwe 152. SIHP Site 23870 Featwe E view to the northeast showing stacks on platform's surface. Table I1. Recovered cultural material from SII~P Site 23870 Feature E TU-12. ACCtI Level Material Species/Type Count MNI Weii;ht (T;) 99 I Shell Echinoidea 48 - 6.4 100 I Organic Kukui 2 - 2.5 101 II Bone Fish 2 1 0.2 102 II Shell Echinoidea 50 - 5.1 103 II Shell Cypraea 1 1 0.6 104 II Shell Nerito 2 2 0.2 105 II Shell Unidentified 1 1 1.6 l06 II Shell Brachydontis 2 1 0.3 107 II Shell Kukui 33 - 7.1 108 II Organic Chazcoal - - 1.1 117 RC-0291 0 10 20 W Scale in centimeters Layerl Layer I -Architectural layer consisting of small to lazge sized pdhoehoe cobbles. Layer II -Very dark brown (lOYR 212) fine silt. Iayerll~~ ~ ~N;.~s ~ I I- 11= 11= I I ` - I. 11= 11=11= 11= 11= Bedrock Figure 153. SII-IP Site 23870 Feature E TU-12 west wall profile. a q ,4N / J, r, s r ~ . ~R ' .,,.n _ ,t ww 'S+,-a a ~a Y 1 Jt ~ a f "1'4 M h F ~i 'i~ S~~ t l~ ~ ~yW d ~ 6 yA. Y .E tt I J F~ ~ x c 'RJR. .yam i 5 J;. T10.~"J{{~'.. tkt ~"i3 .z._ Figure 154. S]I3P Site 23870 Feature E TU-12 view to west. 118 RCA291 SIHP Site 23873 Site 23873 is a stepping-stone trail segment located in the north central portion of the project azea (see Figure 2). The trail, where traceable, consists ofpdhoehoe slabs laid flat at regulaz intervals across an 'a'ii field (Figure 155). It runs a meandering broken course in a northeasterly/southwesterly dvection for approximately 80 meters. The southern end of the trail may intersect with Site 14362 (a mauka/makai trail) near its western end at a cairn (Site 14362 Feature B). Site 23873 becomes untraceable at both ends when it encounters piihoehoe bedrock covered by fountain grass. _ tsEx =~&,'rs _ » a.. , _ ':ems > i, a ~ ~~a ,f ~ s ~ ~,,1. ~ t y ~ ~ ~ ,d_ d ' y,~+y' u 4 ~ ~ ~ ~ ~ I 5 ~ I.t ~'y`` ^ q Y I' . 'F! ` ~yt.. l~y~ I. ~ v ~Y ~ i i r ~ ~S' n „ d Q 4 + i_ °t's**R, + ~,xy+', .t 4 may. y~ ~ n . _ ' a <7 r ~~e4 ~ . f • fiR. Figure 155. SIHP Site 23873 view to southwest. SIIIP Site 23904 Site 23904 is a modified outcrop located in the southeast comer of the project azea (see Figure 2). Vegetation in the vicinity of the site consiszs of air planzs, koa haole, and Christmas berry. The outcrop is linear, runs east/west, and has been modified along its south (Figure 156) and north (Figure 157) edges with loosely stacked and piled piihoehoe cobbles to form a roughly level terraced area 8 meters long by 7 meters wide. The central area of the feature consists of relatively level exposed bedrock (Figure 158). Judging by its form and minimalist construction, Site 23904 could have been utilized for Precontact temporary habitation purposes (Gordy 1981, 1995). According to Cordy's model (1981, 1995), however, the size of the feature (56 square meters) would suggest that it was utilized 119 RC-0291 as a permanent habitation. This interpretation seems doubtful though, as no habitation debris was observed in the vicinity of the site, Mother possible interpretation for Site 23904 is that it marks the route of a mauka/makai trail that followed the lineaz bedrock outcrop, and that the cobble modification was to allow for easier passage, but no trail route could be followed either to the east or the west of the feature. Further data recovery efforts at this site will help cleaz up the function of Site 23904. i L D „ A S `~w~' J ~ ~ ~ M ty a. b ~ 1 +d i~ ;I • ~ t' ri it ~y. f ,ti Figure 156. SIF1P Site 23904 south edge view to northeast. 120 RC•029] ' a ,t E n i ~ I y ~ - ~ ~ ge vtewt~ . to southeast. Fi ~e 157. SIHP Srte 3904 north edt~ ,~~t~~ (60) S ~/o ~ 8 \\~\i~ ~ 11=11=11=11=11=11=\\~ ~ Q Collapse 00 c~ Down slope i ~ ~ ~ / Level i pbhoehoe i v~~ bedrock i //~~I1= /~1 ~ i~ i i i 0~ I ~ / i Scale in meters (6rights io centimUea) ~ i i i Small cobble area II =Pkhoehoebedrcek ~l=i1=11=1 Figure 158. S1HP Site 23904 plan view. 121 RC-0291 SIHP Site 23905 Site 23905 is a rough three-sided enclosure located south of the main access road in the southeastern comer of the project azea (see Figure 2). Vegetation in the vicinity of the site consists of air plants, koa haole, and Christmas berry. The enclosure opens to the west and is constructed with 'a'd cobbles piled along the three remaining sides (Figure 159). It measures 5 meters (north south) by 4.5 meters (east/west), and the walls have an average height of 60 centimeters above ground surface. The central azea of the enclosure contains a thin soil layer overlying bedrock. Site 23905 resembles a large C-shaped enclosure, although its comers aze more angular (squared) than other C- shapes on the property. Based on its form and minimalist construction, Site 23905 appears to have served a Precontact temporary habitation funcfion, despite the fact that it slightly larger than Cordy's (1981, 1995) model allows for. Subsequent data recovery efforts at this feature will help further refine the interpretation of the type of habitation that took place at Site 23905. a ~ r ~ ~ ~ 1 I~ f: ~s• S Z • ~ I 1 UU~y~ ,U . ~'~T ~ r 7 .51t~~~.F ~ w$ ~'t~tlr~ ss , - Figure 159. SIHP Site 23905 view to east. SIHP Site 23908 Site 23908 is a small easUwest trending lava tube located 15 meters south of Site 23909 in the southeastern portion of the project azea (see Figure 2). The entrance to the tube, which measures 1.1 meters (easUwest) by 0.7 meters (north south), is located in pbhoehoe bedrock (Figure 160). Inside the entrance, the subsurface passageway measures 2.2 meters wide and 1.1 meters high with a smooth bedrock floor containing some cobble rubble and soil. The tube runs 1 meter west of the entrance before pinching out, and there is a stacked cobble barricade 4 meters east of the entrance; this barricade was not disturbed so further exploration of the tube was not conducted. One Cellana shell fragment was observed within the tube. Based on the presence of this debris, Site 23908 is thpught to have served a Precontact temporary habitation function. Site 23908 is slated for preservation. 122 RC-0291 r ~p~t~~111~i ~ 1 if' `r q.f~ '~rf fi T S , t~~ `A ~~..tl~q/x'~ f~ 'C#k ~y - ~ M1 y Y `~,y~ ! ? 4~ c y p/ 7 ~ ~ . . ~ * ~ t '"~'v z.- i li ~ yam} iy~ .iV-i~ f' 'fit t" + y~ L t: Y Y .f - V` ~ r ' ,>l ~ 1. 'f s y. H' s :fi'r'. ~ ~ 't 4~~ ~Y',1,' ~ 1; t r r Figure 160. SII3P Site 23908 tube entrance view to northeast, SIF%P Site 23909 Site 23909 consists of a habitation platform (Feature A) and two pdhoehoe excavations (Feature B) located 15 meters north of Site 23908 in the southeastern portion of the project area, south of the main access road (see Figure 2). The site is positioned on a relatively open fountain grass-covered p6hoehoe lava field. Featwe A is a long, somewhat rectangular platform constructed between two p6hoehoe bedrock outcrops. The outcrop north of Feature A exhibits two areas ofpdhoehoe excavation (Feature B); some of the excavated boulders have been incorporated into the construction of Feamre A. Site 23909, based on its formal attributes and size (Gordy 1981, 1995), likely served a Precontact permanent habitation function. Individual feature descriptions follow below and the features' locations aze shown on Figure 161. Feature A Feature A is a platform that measuresl l meters long (north/south) by 5 meters wide (east/west). The western and eastern sides are neatly stacked; the eastern side is constructed of a single course of small pShoehoe boulders averaging 40 centimeters high, while the western side stands 2 or 3 courses (65 centimeters) high. The level surface of the platform is paved with small (3-8 centimeter) to medium (8-20 centimeter) sized pdhoehoe cobbles (Figure 162). To the north and south, the platfomr is built level with pdhoehoe outcrops. In the northwestern portion of the platform, neaz the bedrock, is a small lava blister that measures 50 centimeters in diameter and 1 meter deep. This small blister azea was perhaps utilized for storage. Feature B Feature B consists two p6hoehoe excavations in the bedrock adjacent to the north end of Feature A (see Figure 161). The two excavations sit side by side in a northwest/southeast line, and aze separated by an unexcavated portion that resembles a bridge between the two holes (Figure 163). The larger of the two excavations measures 1.6 meters long by 1 meter wide by 40 centimeters deep. The other excavation measures 1.5 meters long by 0.7 meters wide, and 43 centimeters deep. Both excavations have a thin layer of soil at their base. Medium sized boulders, presumably taken from the excavation, aze lined azound the western side of the excavated holes. Additional material collected from the excavations may have been used for the constuction of Feature A. 123 RC-0291 f ~ {Si1Ver Oak) ` Q {40) O i i i , , ,ii j, , Feature B ' ' ' (43 O 0 a ;,,o /i~: ono =~hoehoe bedrock =Tree Feature A =Fountain grass (35) =Lava blister entrance =Pahoehoe excavation 1/~ i % r 0 l 2 I i I (~o) Scale in meters (heights in centimeters) ~ %l Figure 161. S]}IP Site 23909 plan view. 124 RC-0291 ass ~ f r , rye. g.w ~ ~~'x, ~~~~s ~ i "4 ~ ~a: ' . ~ ~ ~ ~ ~ 7-. ~ « • Jf. 3~ 3 p ` ~x ~~I J T_ 6, ttA 4t r' ' ~ r a.. z r ' ~r~ ! -S ty`Y rdteh~'~i~ ~ ~ -v~ H Y ` ~i` jjj~~[ .{,4 j ~ - ~ -x.., ~~b i a+t "din ~ 3~ ,i~ /2 cM ~ +a~ -.~'S';+Pq ten' ~r.. r`te' +d'~` '~,x:4"? 's'ue. s _ S A ~ ~ r~~ -.r ay. < ..F Figure 162. SIHP Site 23909 Feature A view to north. . ~'~4f ~ y[ i•~ 4 J .i tr', •.r ~7~ a1Tt _ ` t~ ' G'. ~ ft w ~"~"y t, ~ a < i ~ ~ 9~~ k .rt r~ti'` s _ , y ..f ~a~ ~ .RV. f> J\ l F~ _ ~ 1 ' M y ts' ~ ti- •z ~ ~ - l .~~3~"t a; r~ ~ ~ ~ Figure 163. SIIIP Site 23909 Feature B view to north. 125 RC-0297 Proposed Long Term Treatment of Preservation Sites The general strategy for the preservation sites within the Palamanui Development area will be "protection and exhibition" (interpretation). As part of the development process, each site along with its buffer zone will be recorded with the Bureau of Conveyances as a preservation easement. Specific site-by-site preservation and interpretation details will be developed as part of the ongoing planning process as the conceptual development plans (Figwe 164) become concrete design drawings. However, there will be no long-term preservation buffers smaller than twenty feet for any site, and some long-term buffers may extend to 100 feet. Hiluhilu Development LLC will design the specific configuration of the site buffers in consultation with an already established cultwal committee, comprised of respected members of the local Hawaiian community as well as members of the scientiftc (anthropological, archaeological, and biological) community, and DLNR-SHPD. Hiluhilu Development LLC is also preparing an Integrated Natural and Cultural Resowces Management Plan that by design will incorporate the ultimate azchaeological preservation elements approved by DLNR SHPD. The interpretive aspects of the preservation plan will include linking many of the sites by incorporating the archaeologically recorded trail segments into a pedestrian walkway that traverses through the proposed golf cowse and residential development areas. Interpretive signs will be established at key location along this walkway, the site specific language for which will be developed by Hiluhilu Development LLC in consultation with its cultwal committee, and submitted to DLNR-SHPD for approval as part of the ongoing integrated preservation planning for the overall Palamanui Development project. Interim Protection Measures During development activities and prior to the implementation of the long-term preservation treatments, 100-foot interim buffers will protect all twenty-two of the sites addressed by this plan. The buffer zones will be established in the field and mazked with brightly colored construction fencing. The placement of the protective fencing will be verified by a qualified archaeologist in writing to DLN&SHPD prior to the issuance of any county permits. CONSULTATION Hiluhilu Development LLC has and will continue to work with a cultwal advisory committee comprised of respected members of the local Hawaiian community as well as members of the scientific (anthropological, archaeological, and biological) community. All plans development in consultation with this committee with respect to historic properties will be submitted to DLNR SHPD for approval. IMPLEMENTATION OF THE PRESERVATION PLAN Hiluhilu Development LLC will legally establish the preservation easements and implement both the long-term preservation elements and interim site protection measwes. 126 PALAMANUI - A HILUHILU DEVELOPMENT PROJEC'T' RC-0291 Final Environmental Impact Statement t ~ ~ r ~ `i - i Legend ` ! - ? Dry Fora1 Pnaarv~ ~ 'ice ~ ~ ~ t.~a T ~ os.-o trEntttivE~ t . UNv~ratly Vitlapa 1 ~ r - ~ < ~ R 'afi~iR _ _r 84g1~ Faintly RaaWantlal ~ / ~ 1 t ~[7d` ¦ CpnmuNq Commarelal ' ~ \ a.' j l.~ , MWtl;aaatly RplGnllal ~ ~ r ti a r `s. w ~ Perk Z ~ ~ eetl i" t ' ¦ ~ r t ~ ARASaobtlkal SlbalCava /1, , • 1a ¦ Yyaatnvalan tins ~1., : - _ a , ~ ~acw~E / ".p arrE ~ , u - ~ i ~ , y _ T, ( ~ ; ~ M~Ka Makai Connector y RIESERYEa y 'J. 0 _r _ ' N~ C ~ i a t, o , i ~1 r.~ iit~ ~y v, rrtesenvea „~unattwe 4 e C4~AF~r.L - ~ 7Y _ r S L . / ( ~ - ~ o0i . V ~ CL aaal ~ STAIE IAIDa ~ ti ~q~1~. WfE "('funME UavEaamawwwu near wwm caous ~ ~ ~ N r' i *r -"NtlRnlfii ~ ~ ,r _4 a `.o - - i ~ ~+.'n.~.m a ~ ^ KOtiA IHTtlBtla7ltlaNaaaw j ~ AIRPpftt ~e r' Q N Figure 164. Palamanui conceptual development plan showing preservation areas. Master Plan Overlaid with Archeological Sites, Caves and l7atts 127 RC-0291 REFERENCES CITED Carter, L. 1985 An Archaeological Reconnaissance of the Makai Pazcel of Kaupulehu Ahupua'a, North Kona, Hawaii Island. Report Ms. 020585. Department of Anthropology, B.P. Bishop Museum, Honolulu. Ching, F., Jr. 1970 Surface Survey and Limited Salvage of a Two-mile Portion (Keahole Point Area) of the Kailua-Kawaihae Road Corridor. Draft Report. Department of Land and Natural Resources, State Pazks Division. 1971 The Archaeology of South Kohala and North Kona: From the Ahupuaa of Lalamilo to the Ahupuaa of Hamanamana. Surface Survey Kailua-Kawaihae Road Corridor (Section III). Hawaii State Archaeological Journal 71-1. Department of Land and Natural Resources. Ching, F., Jr., and P. Rosendahl 1968 The Archaeology of North Kona: From the Ahupua`a of Kealakehe to the Ahupua`a of Puukala, Section I: Archaeological Surface Survey of the Kailua-Kawaihae Road (Section II, Honokohau to Keahole Point) and the Keahole Point Airport. Division of State Pazks, Department of Land and Natural Resources. Prepazed for the Department of Transportation, Airports and Highways Divisions. Clazk, M., D. Amerine, J. Nelson, C. Hand, M. Winbum, K. McCune, and R. Rechtman 2003 Addendum: Archaeological Inventory Survey of the Kau Development Area (TMK:3-7-2- 05:1 por.), Kafi Ahupua`a, North Kona District, Island of Hawaii. Rechtman Consulting Report RC-0137. Prepazed for Hiluhilu Development, LLC, Kamuela, Hawaii. Cordy, R. 1981 A Study of Prehistoric Social Change: The Development of Complex Societies in the Hawaiian Islands. New York: Academic Press. 1995 Central Kona Archaeological Settlement Patterns. State Historic Preservation Division, DLNR, State of Hawaii. Prepazed for the Planning Department, County of Hawaii. Kolb, M. 1991 Social Power, Chiefly Authority, and Ceremonial Architecture, in an Island Polity, Maui, Hawaii. Dissertation, University of California, Los Angeles. UMI Dissertation Services, Ann Arbor. Komoti, E. 1981 Archaeological Reconnaissance Survey of Makai Area (TMK:7-2-3:2) at Ka`.upulehu, Hawaii Island. Manuscript 071081. Department of Anthropology, B.P. Bishop Museum, Honolulu. Kwiatkowski, P. 1991 Na Ki'i Pohaku, A Hawaiian Petroglyph Primer. Ku Pa`a Incorporated, Honolulu, Hawaii. Ladefoged, T., G. Somers, and M. Lane-Hamasaki 1987 A Settlement Pattern Analysis of a Portion of Hawaii Volcanoes National Pazk National Pazk Service, Department of the Interior. Orr, M. 2003 Cultural Impact Study, Hiluhilu Application Process Project, Kau Ahupua`a, Land of Kekaha, North Kona District, Island of Hawaii. Prepared by Maria E. Orr, M.A. for Group 70 International and Hituhilu Development, LLC, Kamuela, HI. 128 RC-0291 Rechtman, R. 1999 Historic Sites Preservation and Interpretation Plan Hualalai at Historic Ka`up3lehu. Ka`iipGlehu Ahupua`a, North Kona District, Island Of Hawaii. PHRI Report ]675-060199. Rosendahl, P. 1973 Archaeological Salvage of the Ke-ahole to `Anaeho`omalu Section of the Kailua-Kawaihae Road (Queen Kaahumanu Highway), Island of Hawaii. Departmental Report Series 73-3. Department of Anthropology, B.P. Bishop Museum, Honolulu. 1990 Archaeological Inventory Survey, Phase I-Site Identification, Kau Waterline/Roadway Project Area, Land Of Kau, North Kona District, Island of Hawaii (TMK:3-7-2:Por.1). Paul H. Rosendahl, Ph.D. Inc., Letter Report 760-022290 to Nansay (Hawaii), Inc., Honolulu. Schilz, A., K. Shun, S. Williams, and R. Nees 1990 Archaeological Survey and Evaluation, Lands of Kau, North Kona, Hawaii Island. Prepared for Nansay Hawaii, Inc., Kamuela, Hawaii. 129 EXHIBIT D Management Plan Biological Resources Overview This document provides a management plan for the biological resources of an approximately 725 acre portion of the ahupuaa of Ka'u, identified as TMK# 3-7-2-05: 1 (Palama Nui), and located between Queen Kaahumanu and Mamalahoa Highways at elevations ranging from about 150 - 900 feet. Biological Resources ~ Current Veeeta[ion and Flora of the Area Twenty-seven native (including 3 federally listed Endangered Species and two Species of Concern) and 35 introduced plant taxa were detected (Table 1). Three general plant communities exist on the project site and aze outlined below. Pennisetum grasslands Much of the makai portion of the property below about 500 feet elevation consists of neazly barren lava flows, grasslands of introduced fountain grass (pennisetum setaceum) and native Pili grass (Heteropogon contortus), and scattered native and introduced shrubs and trees. Most significantly, 4 individuals of the state and federally endangered uhiuhi trees (Caesalpinia kavaiensis), and one individual of the state and federally endangered `aiea tree (Nothocestrum breviflorum) were encountered. Many of the endangered trees are growing in areas of otherwise barren a'a lava. Pennisetum Scrub From approximately 500-650 feet in elevation, shrubs become co-dominant with fountain grass. The indigenous `a'ali'i is abundant, forming dense thickets in some areas. Also present aze the introduced haole koa (Leucaena leucocephala) and christmasberry (Schinus terebinthifolius). The most remazkable component of this vegetation zone is the numerous stands of giant wiliwili trees (Erythrina sandwicensis) that aze scattered throughout the azea. These trees aze likely the last remnants of the dry forest that once existed there. Diospyros-Psydrax-Santalum dry forest A Lowland Dry Forest (Gagne and Cuddihy 1990) that is dominated by lama (Diospyros sandwicensis), alahe'e (Psydrax odoratum), and sandwalwood (Santalum paniculatum) forms a relatively sharp but irregulaz boundazy with the Pennisetum scrub at approximately 650 feet elevation, and continues to the mauka boundazy of the property. The dry forest to the north of the jeep road has appazently never experienced a major disturbance, and a 65-75 acre portion of this area may rank among the mast intact Lowland Dry Forest fragments remaining on the island (Hart 2003). Buds and mammals Three species of native birds (including one federally listed endangered species and one SOC), and I1 species of introduced buds were detected (Table 2). Hawaii `amakihi (Hemignathus vixens vixens) were abundant in the mauka forested areas of the project site, with a mean density of approximately 4.5 birds per acre. Goals (Capra hircus) were abundant in the makai portions of the project azea and relatively raze in the more forested mauka sections. Cattle (Box taurus) were observed along the northern property boundary. Mongoose (Herpestes auropunctatus) were commonly encountered everywhere except the barren makai lava flows. No other mammals were observed, but introduced rats (Rattus spp.), mice (Mus musculus domesticus), and cats (Felis rotas) undoubtedly use the property. Raze, Threatened, and Endangered Species Thirteen individuals of the federally endangered halepepe were encountered. All of these are growing in the Lowland Dry Forest fragment in the upper portion of the property (Fig. 1). Four individuals of the federally listed uhiuhi, and two individuals of `aiea were also detected, however, one of the `aiea individuals is located just outside the southern property boundary (Fig. 1). In addition, maiapilo (Cappartis sandwichiana), a federally listed (SOC) was common in the makai half of the property. A single individual hiluhilukeclassWICRMPEx42 rev051905fmal 1 of bhe makai (Reynoldsia sandwicensis), another SOC, was located in the dry forest fragment near the mauka boundazy of the property (Fig. 1). The federally endangered Hawaiian Hawk (`Io), Buteo solitarius, was regulazly seen in the forested sections in the mauka portions of [he property. The Hawaiian short-eazed owl (Fueo), Asio flammeus sandwichensis, is a federally listed SOC, and was seen on one occasion. The federally endangered Hawaiian Hoary Bat, is likely to be present in the azea but was not observed. The Management Plan is divided into Phase 1 activities, which will be done before start of construction on Palamanui land, and Phase 2. Phase 1 activities are those that are important in preserving the existing native plant resources and ecological systems. Some of the Phase 2 activities, such as the biological inventory will begin during the preconstruction period since it will be needed for the dry forest monitoring. Other Phase 2 activities will begin when funding is available and continue thereafter. I. Implementation Phase 1 to be done before construction begins. 1. Goal 1. Create Palamanui Lowland Dry Forest Reserve. 1.1. The boundary of the large, 65+ acre reserve area (including buffer which is the firebreak) will be identified on the ground in consultation with the projects biologist with prominent markers placed to allow identification of boundaries in the field. 1.2. The smaller reserves will be marked and surveyed on the ground enclosing the individual rare and endangered plants identified by Hart: 3 uhiuhi, 2 aiea, 2 maua, 6 wiliwili and 1 ohe makai. 1.3. The reserve areas will be staked and surveyed to provide a legal description of the area, with permanent monuments to designate the boundaries. 1.4. Hiluhilu Development will plot all the reserve area as surveyed on the Inventory Map. 1.5. Hiluhilu Development will prepare and record permanent preservation easement documents to protect native plants in the reserve and the endangered tree species outside the large reserve, but located within the smaller reserves. 1.6. Hiluhilu Development will work with the DLNR Forestry and Wildlife Division staff and other watershed parties to coordinate future preservation efforts and partnerships designed to enhance the perpetutation of the dryland forest resources in the region. 1.7. Action to implement Goal 1 will be by Hiluhilu Development which will fund all efforts to establish the reserves in Goal 1. 2. Goal 2. Establish the Palamanui Dry Forest Working Group. 2.1. Hiluhilu Development will initially be responsible for managing the reserves. Hiluhilu Development will invite the North Kona Dry Forest Working Group and other interested persons including Palamanui Cultural Advisory Committee members to meet periodically and assist in managing the Palamanui reserves described in Goal 1. 2.2 Background: The Palamanui Dry Forest Working Group will be responsible for all aspects of management of the reserve once Hiluhilu Development has completed work under Phase 1 of this Plan and has turned over the reserve to said group. The group will be comprised of 8 -10 volunteers who would be selected from scientists, land managers, and interested 6iluhilu~eclasstQ9CRMPFx42 rev051905fmal 2 community members who are interested in or knowledgeable about Hawaiian dry forests. A set of organizational documents will be prepared following organizational meetings. 3. Hire a Reserve Coordinator. 3.1. Hiluhilu Development and the Palamanui Dry Forest Working Group will retain the services of a "Reserve Coordinator" to carry out the management plan. The Reserve Coordinator will initially develop a fire suppression plan and protect, monitor and manage the reserves. The initial term of work for the Reserve Coordinator will be 3 years. The Reserve Coordinator will initially be paid by Hiluhilu Development. During the time that Hiluhilu Development is responsible for the reserve, if the Palamanui Dry Forest Working Group is not satisfied with the Reserve Coordinator, the working group can recommend a personnel change to Hiluhilu Development. 32. The duties of the Reserve Coordinator shall be expanded as the preservation program expands. Those duties will include continued monitoring of the condition of fire breaks, fencing, and invasive species control, development of operating budgets to be submitted to the working group and Hiluhilu Development for review, and prepare proposals to work on plant restoration programs in Phase 2, development of scientific programs and interpretive programs. 3.3. Hiluhilu Development and the Palamanui Dry Forest Working Group shall discuss with programs such as the North Kona Dry Forest Working Group arrangement under which the Reserve Coordinator could serve more than one program if the responsibilities do not warrant a full time position. 4. Goal 4. Reduce Fire Threat. Goal 4 shall be given highest priority of the goals. 4.1. Upon completion of Implementation 1.1. above, a fire break approximately 20 feet wide shall be bulldozed around the perimeter of the large dry forest reserve. Hiluhilu Development, in consultation with the project biologist, identified the perimeter of the reserve area and has cleared some of the perimeter. The bulldozing work will continue to complete the fire break on the project land. 4.2. Execute initial reduction of fountain grass and other invasive species within the reserve to reduce fire risk. 4.3. Hiluhilu Development will be responsible for funding of this work. Two field workers will be hired for the initial year of this removal effort, and will be supervised by a coordinator. 5. Goal 5. Construct fences around the Preserve Area and fences or other Exclosure Structures around Endangered Tree Species. 5.1. Construct appropriate fencing to keep out browsing animals such as goats and cattle out of the reserve area. 52. Fences or walls shall also be constructed around the preservation areas for endangered tree species outside the dry forest reserve to keep out browsing animals. 5.3. Cost of fencing will be by Hiluhilu Development. 5.4. Ongoing management will be conducted by Hiluhilu Development through the Reserve Coordinator in consultation with the Dry Forest Working Group. hiluhilukulusWICRMPEz42 cevO5l905fmal 3 6. Goal 6. Control Invasive weeds. 6.1. The initial priority will be removal of fountain grass to reduce fire hazards. 6.2. The Palamanui Dry Forest Working Group will identify appropriate weed control techniques and prioritize the importance of weed removal. Based on that information, Hiluhilu Development will coordinate with the Palamanui Dry Forest Working Group to begin weed control. During Phase 1, Hiluhilu Development will fund cost of herbicides and provide basic weed control equipment and two field workers for the initial year. 6.3. Invasive weed control will continue on an ongoing basis as a part of the operations of the Palamanui Dry Forest Working Group. Students and volunteers may be a part of these efforts. 7. Goal 7. Controlling Non-Native Predators. 7.1. Hiluhilu Development will consult with its biologist and Reserve Coordinator, and the Palamanui Dry Forest Working Group to evaluate the effect of mice and rats on native vegetation in the preserve area and the most feasible means of reducing the impacts. If these predators are having a substantial adverse impact on those plants, Hiluhilu Development shall proceed with methods acceptable to the Palamanui Dry Forest Working Group to begin reduction of the predator population. The means may include bait stations with rodenticide. 6. Goal 8. Protect Rare and Endangered Species Outside Dry Forest Reserve. See measures described in Goal 5 above. II. Implementation Phase 2. 9. Goal 9. Native Plant Restoration Program. 9.1. The Palamanui Dry Forest Working Group shall identify the native plant and specimens which are within the project area or on nearby lands which were formerly part of the lowland dry forest in this area. The Group will then assess the feasibility of collecting seeds or propagating specimens by other means to restore those native plants into the Dry Forest Reserve area. 9.2. The Palamanui Dry Forest Working Group shall develop a program for preservation and restoration of the lowland dry forest. The program will describe the initial physical facilities which would be needed for the commencement of the program, such as a shadehouse, covered work space and water catchment or other irrigation water facility to irrigate seedling and propagated plant material, projected capital and operating budget. 9.3. The Palamanui Dry Forest Working Group shall estimate the cost of operating various phases of the restoration program, including labor and equipment costs and shall prepare a pro forma operating budget. 9.4. Hiluhilu Development will be responsible for funding and constructing an initial green/shade house, irrigation and tool shed area. 9.5. The Palamanui Dry Forest Working Group shall develop plans to raise funds for construction of the physical facilities and for the operating budget. Potential funding sources include grants from State or federal agencies, and private sources. hiluhilu~reclusWICRMPEz42 rev051905fma1 4 9.6. The Palamanui Dry Forest Working Group shall cooperate with similar forestry programs to exchange information and to obtain and provide seeds and other material for propagation of native plant specimens for reforestation. 9.7. In its planning and fund raising, the Palamanui Dry Forest Working Group will work with similar programs, including the North Kona Dry Forest Working Group to share resources and costs to the extent possible. 10. Goal 10. Scientific Program. 10.1. Hiliuhilu Development will fund work to pertorm a detailed update and map of the current biological inventory of the preserve areas and a survey of invertebrate above-ground species of the preserve areas to provide a baseline for future monitoring work. The biological inventory update and survey of invertebrate above-ground species will be done before any grubbing or grading is done in the development. Hiluhilu Development will also retain a bat biologist to more precisely determine the breeding season of the Hawaiian hoary bat and to consult if any sites are breeding sites for Hawaiian hoary bats. The information that is acquired will be made available to the DLNR Division of Forestry and Wildlife, the University of Hawaii, the US Forest Service and other universities, forestry groups and scientists. 10.2. Hiluhilu Development and the Palamanui Dry Forest Working Group will provide access to the Dry Forest Reserve for botanical and ecological research. 11. Goal 11. West Hawaii Dry Forest Interpretive Center and Programs. 11.1. The Palamanui Dry Forest Working Group, in conjunction with and in consultation with the Cultural Advisory Committee and Hiluhilu Development, will create pedestrian access to parts of the preserve to allow the public access to view the dry forest. Hiluhilu Development will provide initial trail improvements and appropriate signage to identify significant features of the dry forest. 11.2. The Palamanui Dry Forest Working Group, in consultation with the Cultural Advisory Committee and the University of Hawaii, will create documentation for circulation to students, residents and visitors describing the significance of the lowland dry forest, the native plants and ecosystem in that forest and its relationship to traditional Hawaiian cultural practices. The documentation will include material suitable for use in a self guided tour for those parts of the dry forest reserve that will be made accessible to the public. 11.3. Hiluhilu Development will work with the Palamanui Dry Forest Working Group and the Cultural Advisory Committee on establishment and location of an interpretive center. The interpretive center will contain displays and photographs of the dry forest and significant native plants and the role that such plants plays in Hawaiian history and culture. The interpretive center may be placed within the University Village in conjunction with other visitor facilities and with other materials on archaeological features or sites, caves, and the trail system within the development. hiluhilukulusWICRMPEx42 cev051905fiual 5 EXHIBIT E CAVE PROTECTION AND MANAGEMENT PLAN Implementation Phase 1. The following shall take place prior to start of construction in the areas of the caves: 1.1 Developer in consultation with the cave fauna specialist and biologist shall mark the boundaries of the biologically and culturally significant cave sites to be preserved. The areas shall include buffers to preserve the existing trees and land over the cave areas so that the flow of water and nutrients into the deep cave areas will not be interrupted. The boundaries as identified shall be marked on the ground with permanent monuments and with flags to show contractors where those boundaries are. 1.2 Developer will have the cave preserve areas surveyed and have permanent preservation easements recorded to permanently protect the cave preserve areas. 1.3 Developer will identify and reduce non-native plant species in the cave preserve areas such as fountain grass that increase the risk of fires that may damage or destroy native trees that provide water and nutrients to deep cave areas. 1.4 Developer will require contractors to familiarize themselves with the Inventory Map and all preservation features thereon, including the cave preserve areas. Contractors will confirm in the field that the markers delineating the boundaries of the cave preserve areas are visible. Contractors will not be allowed to operate equipment or vehicles over cave preservation areas, other than those which have been identified as breach areas for installation of roads, pipelines, utility lines or stable work areas. Contractors shall not operate heavy equipment in the near vicinity of biologically significant cave systems when such operation poses a risk of collapse of caves. If construction equipment must be used in such areas, contractors shall consult with civil engineers to determine the maximum weight of such equipment that can safety be used in such areas without risking such collapse. 1.5 If new cave segments are discovered during the course of grading or grubbing, that activity shall be suspended until a cave fauna specialist and an archaeologist can be hiluhilu~reclassWICRMPEz42 rev051905fmal 1 consulted about the significance of such cave segments. The procedures to deal with this event shall be the same as for discovery of archaeological sites. 1.6 The cave segments found at SHP sites 1436C, 14375 and 14350 contain cultural evidence of traditional Hawaiian water catchment systems. These sites have been identified for permanent preservation. 1.7 Developer will identify the points at which roads, pipelines and utlii6ty lines must cross over cave sites. Developer will consult with the cave fauna specialist on appropriate locations. Developer will mark such locations on the Inventory Map and in the field. 1.8 Preservation work on cave sites will be coordinated with the Palamanui Dry Forest Working Group. Preservation work on caves with evidence of traditional Hawaiian water catchment systems will also be coordinated with the Cultural Adviso4ry Committee. 1.9 Developer and the Palamanui Dry Forest Working Group will coordinate monitoring and reduction of surface vegetation over biologically significant cave sites. 1.10 Developer and the cave fauna specialist will determine which of the cave sites, if any, should have protecting gating installed to prevent unauthorized access which would adversely affect the cave adapted fauna. The gating will allow locks to be installed to prevent such unauthorized access. The Palamanui Dry Forest Working Group will be provided with keys or access codes for the gating. The sites being considered for such gating are SHP 14368C, 14338,143758 and 14350. Phase 2. The following will be conducted on a permanent basis: 2.1 Continue monitoring surface vegetation over biologically significant caves. 22 Periodically monitor deep cave conditions. 2.3 The Developer and the Palamanui Dry Forest Working Group may allow access into biologically significant caves as a part of its ongoing research activities, for educational or interpretive programs. 2.4 Continue ongoing reduction of fountain grass and other fire hazards over cave areas. Continue reduction of invasive non-native plants. hiluhilu~rulass~IIdCRMPEx42 rev051905fma1 2 2.5 Maintain gating systems, if any, installed to protect sensRive biologically significant caves. 2.6 The Palamanui Dry Forest Working Group shall coordinate its educational and interpretive programs with cave features and the dry forest area. These programs will include making temporary habitation caves accessible as well as the caves with evidence of traditional Hawaiian water catchment systems where appropriate. hiluhilukeclassWICRMPEx42 rev051905Fina1 3 EXHIBIT F Palamanui Integrated Natural Cultural Resource Management Plan Initial Implementation Budget Estimate Funds Committed by Hiluhilu Development, LLC Descri tion Amount Bud eted Consultant's field work $75,000 1. Dr. Patrick Hart 2. Dr. Frank Howarth 3. Dr. Robert Rechtman 4. Ms. Mazia Orr 5. North Kona Dry Forest Working Group 6. Others Inventor Ma in (INCRMP) $16,000 Stakeout and field surve work $22,000 Fire Break construction and maintenance $31,000 Fencin biolo ical reserves (Ho wire) $87,000 Fencin and ate(s) for caves $ 5,000 Trail restoration or construction $80,000 INCRMP sites field im rovement work $70,000 Native plant program at Dry Forest $65,000 preserves - shade house /work area / azkin Reserve Coordinator for Palaznanui: 3 $190,000 yeazs plus 2 man years labor for initial invasive species reduction at Dry Forest, si ificant trees and caves Cultural Advisory Committee includes $32,000 monitor ex enses Contin ency $27,000 TOTAL $700,000 hiluhilukeclass~A1CRMPEx42 rev051905fina1 1 FIDE COPY TRAFFIC IMPACT ANALYSIS REPORT PALAMANUI NORTH KONA, HAWAII FINAL December 7, 2004 Prepared for: Hiluhilu Development LLC c/o Group 70 International, Inc. 925 Bethel Street, 5th Floor Honolulu, Hawaii 96813 I~Ti1 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 PALAMAN U I NORTH KONA, HAWAII FINAL December 7, 2004 Prepared for: Hiluhilu Development LLC c/o Group 70 International, Inc. 925 Bethel Street, 5th Floor Honolulu, Hawaii 96813 ~1TI1 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 PALAMAN U I NORTH KONA, HAWAII FINAL Prepared for HILUHILU DEVELOPMENT LLC c/o Group 70 International, Inc. 925 Bethel Street, 5th Floor Honolulu, Hawaii 96813 Prepared by Austin, Tsutsumi & Associates, Inc. Civil Engineers • Surveyors Honolulu • Wailuku, Hawaii December 7, 2004 ATA DUSTIN, TSUTSUMI 6 D650CIPTES, INC. CIVIL ENGINEEPS fiUPVEY0ii6 TABLE OF CONTENTS Page I. INTRODUCTION 1-8 A. Location 1 B. Project Description 3 C. Purpose and Scope 5 D. Study Methodology 8 II. EXISTING CONDITIONS 9-18 A. Roadway System 9 B. Study Intersections 10 C. Existing Traffic Operations 12 III. FUTURE TRAFFIC CONDITIONS W ITHOUT TRAFFIC GENERATED BY THE PROJECT 19-36 A. Background Traffic Growth 19 B. Planned Roadway Improvements 22 C. Base Year 2008 Traffic Operations Without Project-Generated Traffic 22 D. Base Year 2011 Traffic Operations Without Project-Generated Traffic 28 E. Base Year 2014 Traffic Operations Without Project-Generated Traffic 30 IV. FUTURE TRAFFIC PROJECTIONS WITH PROJECT-GENERATED TRAFFIC 37-45 A. Trip Generation 37 B. Trip Distribution and Traffic Assignment 42 C. Project Roadways and Access 42 ATA pUSTN, T4UTSUMI 6 GSSOGICTEE. INC. CIVIL ENGINEEPB BUPVEYOfiB TABLE OF CONTENTS (Continued) Page V. FUTURE TRAFFIC CONDITIONS WITH PROJECT-GENERATED TRAFFIC WITH THE NORTHERN PROJECT ACCESS ONLY 46-60 A. Phase I -Year 2008 Traffic Operations With Project-Generated Traffic 46 B. Phase I I -Year 2011 Traffic Operations With Project-Generated Traffic 52 C. Phase III -Year 2014 Traffic Operations With Project-Generated Traffic 54 VI. FUTURE TRAFFIC CONDITIONS W ITH PROJECT-GENERATED TRAFFIC WITH THE AIRPORT ACCESS ROAD ALTERNATIVE 61-70 A. Phase I -Year 2008 Traffic Operations With Project-Generated Traffic 61 B. Phase II -Year 2011 Traffic Operations With Project-Generated Traffic 62 C. Phase III -Year 2014 Traffic Operations With Project-Generated Traffic 68 VII. CONCLUSIONS 71-77 A. General 71 B. Existing Conditions 72 C. Base Year Conditions, without Project-Generated Traffic 72 D. Future Year Conditions With Palamanui Project 73 VIII. RECOMMENDATIONS 77-80 A. Future Conditions Without the Project 77 B. Future Conditions With the Project 77 REFERENCES 81 -ii- ETA PAJSTIN. TSLJTSUMI 6 g55OCIgTES. INC. OVI~ENGINEER6 6VRVEVOR6 TABLE OF CONTENTS (Continued) Page TABLES 1 PALAMANUI LAND USE 3 2 EXISTING CONDITIONS LEVEL OF SERVICE SUMMARY 18 3 TRIP GENERATION RATES FOR REMAINING MAKALEI ESTATES 21 4 TRIP GENERATION SUMMARY FOR REMAINING MAKALEI ESTATES 21 5 BASE YEAR 2008 WITHOUT TRAFFIC GENERATED BY THE PROJECT LEVEL OF SERVICE SUMMARY 27 6 BASE YEAR 2011 W ITHOUT TRAFFIC GENERATED BY THE PROJECT LEVEL OF SERVICE SUMMARY 33 7 BASE YEAR 2014 WITHOUT TRAFFIC GENERATED BY THE PROJECT LEVEL OF SERVICE SUMMARY 36 8 PALAMANUI LAND USE 37 9 TRIP GENERATION RATES 39 10 PROJECT LAND USES AND TRIP GENERATION 40 10A PROJECT LAND USES AND TRIP GENERATION (WITH REDUCTION 41 11 TRIP DISTRIBUTION FACTORS 42 12 FUTURE YEAR 2008 WITH PHASE I PROJECT WITH NORTHERN PROJECT ACCESS ONLY LEVEL OF SERVICE SUMMARY 51 13 FUTURE YEAR 2011 WITH PHASE I AND PHASE II WITH NORTHERN PROJECT ACCESS ONLY LEVEL OF SERVICE SUMMARY 57 14 FUTURE YEAR 2014 WITH PHASE I, II AND III PROJECT WITH NORTHERN PROJECT ACCESS ONLY LEVEL OF SERVICE SUMMARY 60 15 FUTURE YEAR 2008 WITH PHASE I ACCESS ACROSS KEAHOLE AIRPORT ONLY LEVEL OF SERVICE SUMMARY 64 -iii- ATA 4UST~N, TSUTSUMI 6 gSEOCIgTES. INC. CI VIL ENGINEERS SVRVEVOR6 TABLE OF CONTENTS (Continued) Paae 16 FUTURE YEAR 2011 WITH PHASE I AND PHASE II ACCESS ACROSS KEAHOLE AIRPORT ONLY LEVEL OF SERVICE SUMMARY 67 17 FUTURE YEAR 2014 WITH PHASE I, II AND III PROJECT WITH AIRPORT ACCESS ROAD ALTERNATIVE LEVEL OF SERVICE SUMMARY 70 18 COMPARISON OF CONDITIONS WITH NORTHERN PROJECT ACCESS ONLY TO CONDITIONS WITH AIRPORT ACCESS ROAD ONLY LEVEL OF SERVICE SUMMARY 80 FIGURES 1 LOCATION MAP 2 2 SITE PLAN 4 3 STUDY AREA 7 4 EXISTING LANE CONFIGURATION 13 5 EXISTING TRAFFIC VOLUMES AND LEVEL OF SERVICE 17 6 BASE YEAR 2008 TRAFFIC VOLUMES AND LEVEL OF SERVICE......... 24 7 BASE YEAR 2008 W ITH MITIGATIVE MEASURES 26 8 BASE YEAR 2011 TRAFFIC VOLUMES WITH MITIGATIVE MEASURES 32 9 BASE YEAR 2014 TRAFFIC VOLUMES AND LEVEL OF SERVICE......... 35 10 PROJECT GENERATED TRAFFIC YEAR 2008 PHASE I 43 11 PROJECT GENERATED TRAFFIC YEAR 2011 PHASE I AND II 44 12 PROJECT GENERATED TRAFFIC YEAR 2014 PHASE I, II AND III 45 13 FUTURE YEAR 2008 TRAFFIC VOLUMES AND LEVEL OF SERVICE WITH NORTHERN PROJECT ACCESS ONLY 50 -iv- ATA AUSTW. TSUTSUM~ 6 ASSOG~ATES. INC CIVIL ENGINEERS 6URVEYGRB TABLE OF CONTENTS (Continued) Paae 14 FUTURE YEAR 2011 TRAFFIC VOLUMES AND LEVEL OF SERVICE WITH NORTHERN PROJECT ACCESS ROAD 56 15 FUTURE YEAR 2014 TRAFFIC VOLUMES AND LEVEL OF SERVICE WITH NORTHERN PROJECT ACCESS ROAD 59 16 FUTURE YEAR 2008 TRAFFIC VOLUMES AND LEVEL OF SERVICE WITH AIRPORT ACCESS ROAD ALTERNATIVE 63 17 FUTURE YEAR 2011 TRAFFIC VOLUMES AND LEVEL OF SERVICE WITH AIRPORT ACCESS ROAD ALTERNATIVE 66 18 FUTURE YEAR 2014 TRAFFIC VOLUMES AND LEVEL OF SERVICE WITH AIRPORT ACCESS ROAD ALTERNATIVE 69 APPENDICES A TRAFFIC COUNT DATA B LEVEL OF SERVICE CRITERIA C LEVEL OF SERVICE CALCULATIONS -v- 11TH AUSTIN, TSUTSUMI 6 ASSOCIATES, INC. CIVIL ENGINEERS • suavEYOas I CONTINUING THE ENGINEERING PRACTICE FOUNDED BY H. A. R. AUSTIN IN '1934 KENNETH K. KUROKAWA. P.E. LAMBERT J. YAMASHITA, P.E. DONOHUE M. FWII. P.E. STANLEY T. WATANABE TERRANCE 5. APASHIRO. PE. TRAFFIC IMPACT ANALYSIS REPORT PALAMANUI North Kona, Hawaii I. INTRODUCTION Hiluhilu Development Company, LLC proposes to develop Palamanui (hereinafter referred to as the "Project') in North Kona on the Big Island. The approximately 725.2-acre master planned community proposes to provide single family attached and detached dwelling units, senior housing, a hotel, an 18-hole goff course, medical wellness facilities, commercial facilities, and other facilities that will integrate into the development of the adjacent University of Hawaii West Hawaii campus. This report documents the findings of a study to evaluate the traffic impacts of the proposed Project. A. Location The Project site is located on the Island of Hawaii, north and east of Kona International Airport. The Project contains approximately 725.2 acres and is bordered by Queen Kaahumanu Highway on the west, Makalei Estates on the east, Puukala Subdivision on the north, and the future University of Hawaii West Hawaii Campus on the south, as shown in Figure 1. The Project site is more specifically identified as TMK: 3-7-2-05:01. Presently, the majority of the Project site is vacant and overgrown with vegetation. REPLY TO: OFFICES IN: 50'I SUMNER STREET, BUTTE 521 • HONOLULU. HAWAII 9fiBt 7-5031 HONOLULU, HAWAII PHONE [BOB] 533-3646 FAX [8081 526-1287 • EMAIL: BceHnl®OtBheweii.COT WAIWKU, MAUI, HAWAII w a ~ ~ r ll~ ~ c~ W U W ~Z ti _ ~r~JO t 9i ~ a U J~ j Vf p `C` 2O ~ d ~L O ~ Z a _ wi ni ~ ~ ~ M1 Z ~ ~ WI J ~ 1, w ~1~ ~3 r i~~ l ~ a E o ~ gg U a a ~ L ~C Z i J YXW VI J [S \ w Z ~ Tl1 Q Mµ ~ U N ~ ' Q ~ ~I Z ~ ~ ~ ~ ~ ~ J Z~ N ? p P3 W Z 3 ~ Qz ~s 5 ~ ~ „ Y U au i 'amr ~ x O ~g z ~ x ~ ~ W \ l W ~ ~ X03 ~ ~ \ ' Q \ Y 7 y a = 6 Q W ti ~ _ ~ ~ Q 0 4 3 a ~ J ~ ~ ~ ~ Q ~o~ V ~)~N vii = ` ~l N~ba ~ l / \ ~a N S e x~ ~ ~ _ ~ rHO• N~nos ' ~ W ~ ~ ~o a~ s o Z fN: O}-OOB~Nap~Sile Map.Ewq ~T~ gU$TIN. TSUTSUMI 6 g550CIGTES. ING. CNIL ENGINEEF9 SURVEVOPS B. Project Description The Project calls for the development of a 120-room hotel, 195-single family recreational homes, 195-single family market homes, 200-residential town homes, 175-apartments for student housing and 80-elderly housing units, an 18-hole golf course and clubhouse, 220,000 square feet of research and development facilities, 280,000 square feet of commercial facilities, 120,000 square feet of medical wellness facilities, university classrooms and laboratory facilities, and other facilities. The University of Hawaii Center at West Hawaii located in Kealakekua will be relocated to the proposed university classrooms and laboratory facilities at Palamanui. The Project will be implemented in three (3) phases with completion of each phase by Year 2008, Year 2011, and Year 2014, respectively. Table 1 summarizes the land uses proposed for the three (3) phases of the Project. Figure 2 shows the detailed Project site plan. Table 1 ~ Palamanui Land Use i Phase 1 Phase 2 Phase 3 Total 'I Year 2008 Year 2011 Year 2014 i Single-Family (Dwelling Unit) -Rec. Home 125 70 195 ~I Single-Family (Dwelling Unit) -Market 125 70 - 195 Multi-Family (Dwelling Unit) -Condos 120 80 - 200 Apartment (Dwelling Unit) Incl. Student Housing 175 - 175 Senior Housing (Dwelling Unit) 80 80 Hotel (Rooms) 120 - 120 Goff Course (Acres) 180 180 University Village (Students) 750 1,250 - 2,000 Medical Offices (Square Feet) 90,000 30,000 120,000 Research and Development 20,000 65,000 135,000 220,000 (Gross Floor Area, Square Feet) Commercial (Gross Floor Area, Square Feet) 40,000 115,000 125,000 280,000 3 L ~'i., ..r 1 ~.-r+tcrY~' ~.e~ .s'•w. .-~e'T r < v-. ~ r,r al 4 err r t f <...r y'ky~; '-I e°e r x^~:` ~ rir~~i n y i ' . ? z h~ _ d 1 M+- y~ f ~ywJ~ L1 ~ '.ice 2 l < ~C .a iz - x` ~ i . ~ ~ Mi .k rte. ~ k t C > , ° ' i , s.. -S' .Y...:. @~~ ~ x - ,..r. yr. ~ ' W `W. 1 f~ \ J ' LL - - F '4w. ' , E ~ °qQr' ...n ~ . ~ { . 'a c~ 2 ~ - ~.Y.- r l j M _ s n - x-... ~ .y _ - ti• ~ r ~ .MKaW~p:. < i ~ _ C , f "4.i.. `~.aj kT. r / i - ~ Y ~ 1 + 1 -"^wV 4 1 - Palamanui Master i~? Aliilu Hilu Development ATA A~~T'" TSUTSUMI & ASSOCIATES, INC. FlGURE PALAMANUI ENGINEERS,SUrNEroRS HONOLUIU,HAWAq DEVELOPMENT 2 S~1'E PLAN ATA AUSTIN. TSUTSUM~ 6 A650C~ATES. INC. CIVIL ENGINEER6 SURVEYORS The primary vehicular access to the Project site on Queen Kaahumanu Highway will be provided by one of two scenarios: • Access will be provided from a new roadway intersection on Queen Kaahumanu Highway along the Project frontage on Queen Kaahumanu Highway. This access will be referred to as the Northern Project Access Road. • Or an alternative location for access to the Project site is on Queen Kaahumanu Highway across the existing Keahole Airport Road intersection forming the fourth leg to the existing "tee"-intersection. This access to the Project site will be referred to as the Airport Access Road. A mauka access to the Project site will be constructed to connect to the i existing Makalei Estates roadway ("Makalei Access Road"), which provides a connection to Mamalahoa Highway. A direct mauka connection to the Project ~ site, referred to as "Project Access Road", will be provided off of Mamalahoa i Highway north of Makalei Access Road for Phase II and beyond. { In addition, a new north-south roadway from Kaiminani Drive ("Main Street") will be constructed with Phase I of Project and will provide a parallel two- ! lane roadway to Queen Kaahumanu Highway from the Project site to Kaiminani Drive. C. Purpose and Scope The purpose of this study is to identify and assess the traffic impacts resulting from the Project. The following traffic scenarios are analyzed in the study: • Existino Conditions: The analysis of existing traffic conditions is intended to provide the basis for the study. The analysis includes existing traffic volumes and current operating conditions. Base Year Traffic Conditions Without Traffic Generated by the Proiect: This is an analysis of Base Year traffic conditions without the Project-generated traffic. An estimate of non-Project traffic growth is made to analyze base year conditions without the Project. The base 5 ATA DUSTIN. TSUTSUMI 6 D660CIDTE6, INC. CIVIL ErvGwEEti6 6VPVEVOP6 years used for this study coincides with the completion of the three (3) phases of the Project, Year 2008, Year 2011, and Year 2014, respectively. Future Traffic Conditions With Proiect-Generated Traffic with Northem Proiect Access Road: This is an analysis of future traffic conditions with the Project access provided through the Northem Project Access Road, which would be located north of the existing Queen Kaahumanu Highway/Keahole Airport Road intersection. The Northern Project Access Road will intersect Queen Kaahumanu Highway to form a new "tee"-intersection. The objective of this analysis is to forecast future traffic conditions within the study area for the Year 2008, the Year 2011, and the Year 2014, and mitigate the potential Project-generated traffic impacts with the proposed Northern Project Access Road. • Future Traffic Conditions With Proiect-Generated Traffic with Access at the Existing Keahole Airport Road Alternative: This alternative analysis of future traffic conditions will evaluate conditions with the Project access provided by the Airport Access Road, which would be located directly across of Keahole Airport Road on Queen Kaahumanu Highway in lieu of the Northern Project Access Road connection. The Airport Access Road alternative will form the fourth leg at the existing Queen Kaahumanu Highway/Keahole Airport Road intersection. This analysis will focus on the intersection impacts with the Airport Access Road at the existing Queen Kaahumanu Highway/Keahole Airport Road intersection for the Year 2008, the Year 2011, and the Year 2014. Figure 3 shows the study area which is bounded by the Project site and Makalei Estates on the north, Palani Road on the south, Queen Kaahumanu Highway on the west, and Mamalahoa Highway on the east. The study area includes the following eight (8) study intersections of which five (5) are existing intersections. 6 HpR~ NOT TO SCALE E ` i M4AU UMOA MW,yµrW o,~I ~O~ ~'W R~ AtuiNFj ETATES 'LLYULFJ ACCESS RCID' 4 9~ 'NCRMERR lROAf.R Sai PRp 1ECf ACCESS RCI~' ~ ~n~ ' ~ 'NRPORI i ~f~~ACCE55 RaD' (N.lER1M1NE) it ~ i W$~ i r<oN. wrEawn AraRORr LEGEND ~o • ANAtY2E0INms<~cnoN fUNRE racaEC AccESs ROADWAYS ATA A~~'" TSUTSUM! & ASSOCIATES, fNC. FIGURE PALRMANUI ENGINEERS,SURVEYORS HONOL'JLU,HAWAII DEVELOPMENT STUDY AREA /`1~ PUSTCIV IL ENG NEER66•~6UPOV EYpOR6 ANC. Existing Intersections: Queen Kaahumanu Highway/Keahole Airport Road (signalized) Queen Kaahumanu Highway/Kaiminani Drive (signalized) Queen Kaahumanu Highway/Palani Road (signalized) Mamalahoa Highway/Kaiminani Drive (unsignalized) Mamalahoa Highway/"Makalei Access Road" (unsignalized) Future Intersections: Queen Kaahumanu Highway/Northern Project Access Road Queen Kaahumanu Highway/Keahole Airport Road/Airport Access Road (Alternative) (Fourth leg to the existing intersections). Main StreeUKaiminani Drive Mamalahoa Highway/Project Access Road D. Study Methodology This study will address the following: 1. Existing traffic operating conditions. 2. Base Year (build-out years for the three (3) phases of the proposed Project) traffic projections without Project-generated traffic for each development phase, with suggested traffic mitigative measures when applicable. 3. Trip generation and traffic assignment characteristics. 4. Determination of the potential impact of Project-generated traffic on each of the base year's traffic operation. 5. Recommendation of mitigation measures, as appropriate, to reduce or eliminate adverse impacts resulting from traffic generated by the Project. 8 ATA DUSTIN, TSUTSUMI 6 YSSOCIPTES. INC CNIL ENGINEERS • SUPVEVORS II. EXISTING CONDITIONS A. Roadway System The following is a brief description of the existing roadways within the study area: Queen Kaahumanu Hiohwav is a two-way, two-lane, principal State arterial highway that is oriented in the north-south direction, and provides regional access between Kawaihae and Kona. Queen Kaahumanu Highway forms a "tee"-intersection with Kawaihae Road at its northern terminus and links to Kuakini Highway at its southern terminus in Kailua-Kona. The posted speed limit on Queen Kaahumanu Highway is generally 55 miles per hour (mph), decreasing to 35 mph near Kailua-Kona. ~ Mamalahoa Hiohwav in the vicinity of the Project is a two-way, two-lane, i principal State arterial roadway that is oriented in the north-south direction from I Waimea to Kailua-Kona, as a portion of the Hawaii Belt Road. At the Palani Junction in Honokohau, the major vehicular movement is from the northern portion of Mamalahoa Highway to Palani Road. The southern portion of Mamalahoa Highway at the Palani Junction is the stop sign-controlled stem of a "tee"-intersection. The southern portion of Mamalahoa Highway becomes atwo- way, two-lane, County collector roadway that is oriented in the north-south direction bypassing Kailua-Kona and provides access to the agricultural and residential areas on the slopes above Kailua-Kona. The posted speed limit on Mamalahoa Highway north of Palani Junction is generally 55 mph. The posted speed limit on Mamalahoa south of Palani Junction is generally 55 mph and drops to 35 mph through portions that are narrow with sharp vertical and horizontal curves. Keahole Airport Road is a two-way, two-lane, State collector roadway that is oriented in the east-west direction and is the only public access to the Kona International Airport from Queen Kaahumanu Highway. On its eastern end, Keahole Airport Road terminates as the stem of the "tee"-intersection with Queen Kaahumanu Highway. Kaiminani Drive is a two-way, two-lane, County of Hawaii collector roadway that is oriented in the east-west direction providing access between 9 ATA HUST~N TSUTSUMI 6 4550CIATES. INC. OVIL ENGMEERS SURVFV pR6 Mamalahoa Highway and Queen Kaahumanu Highway in the Keahole region. Kaiminani Drive is the primary access to the Keahole View, Keahole Heights, and Kona Palisades Estates subdivisions. Kaiminani Drive is the stem of the "tee"- intersection with Mamalahoa Highway on its eastern end and Queen Kaahumanu Highway on its western end. Palani Road is a two-way, generally two-lane, County collector roadway between Mamalahoa Highway and Queen Kaahumanu Highway. The northern portion of Mamalahoa Highway and Palani Road forms the major vehicular movement at the "tee"-intersection (Palani Junction), with the southern portion of Mamalahoa Highway being the stop sign-controlled stem. Palani Road provides access to downtown Kailua-Kona on a northeast to southwest alignment. Between Queen Kaahumanu Highway and Kuakini Highway, Palani Road widens to a four-lane divided roadway and narrows down to a two-lane roadway between Kuakini Highway and its southern terminus with Alii Drive at the Kailua-Kona wharf. Large commercial shopping centers adjoin both sides of Palani Road between Queen Kaahumanu Highway and Kuakini Highway. "Makalei Access Road" is a two-way, two-lane, future County roadway oriented in the east-west direction and the only access to the Makalei Estates Subdivision. On its eastern end "Makalei Access Road" terminates at its intersection with Mamalahoa Highway, forming the stop sign-controlled stem of a "tee"-intersection. On its western end "Makalei Access Road" terminates at the Project boundary. An official street/road name is not documented in published sources for this existing road segment and therefore, for purposes of this report, will be referred to as "Makalei Access Road" (refer to Figure 1). B. Study Intersections Manual peak hour of traffic turning movement counts were conducted at the following study intersections on Tuesday, April 8, 2003, and on Wednesday, April 9, 2003. • Queen Kaahumanu Highway/Keahole Airport Road • Queen Kaahumanu Highway/Kaiminani Drive • Queen Kaahumanu Highway/Palani Road • Mamalahoa Highway/Kaiminani Drive 10 A 1 ~ PUSTN, TSUTSUMI 6 PSSOCIPTES. WC. CIVIL ENGINEERS SURVEYORS Twenty-four hour machine counts were also conducted at the Mamalahoa Highway/"Makalei Access Road" intersection and Queen Kaahumanu/Kaiminani Street intersection. The peak hour traffic count data collected at the study intersections indicates that the AM peak hour of traffic occurs from 7:15 AM to 8:15 AM and that the PM peak hour of traffic occurs from 3:30 PM to 4:30 PM. The turning movement count data and 24-hour machine count data are provided in Appendix A. The study intersections are described below; Figure 4 shows the existing lane configurations at these intersections. Mamalahoa Hiahwav/"Makalei Access Road" "Makalei Access Road" forms the stem of a stop sign-controlled "tee"- intersection with Mamalahoa Highway. The Mamalahoa Highway northbound approach provides an exclusive left-turn lane and a through lane, and its I southbound approach provides a shared right-turn/through lane. The "Makalei ~ Access Road" eastbound approach provides asingle-lane, which operates as a shared right/left-turn lane. Mamalahoa Hiahwav/Kaiminani Drive Kaiminani Drive forms the stem of a stop sign-controlled "tee"-intersection I with Mamalahoa Highway. The Mamalahoa Highway northbound approach provides an exclusive left-tum lane and a through lane, and its southbound approach provides a shared right-tum/through lane. The Kaiminani Drive eastbound approach is striped as a single lane approach; however, the eastbound approach was observed to operate as a separate left-tum lane and a separate right-tum lane, with storage adequate for three (3) vehicles in the right-turn lane. Queen Kaahumanu Hiahwav/Palani Road Palani Road forms a signalized "four-legged" intersection with Queen Kaahumanu Highway. The Queen Kaahumanu Highway northbound approach provides an exclusive left-turn lane, a through lane, and an exclusive right-turn lane. The Queen Kaahumanu Highway southbound approach provides an exclusive left-turn lane, a through lane, and an exclusive right-turn lane that connects to an exclusive westbound lane on Palani Road forming a "free" right- 11 ATA ~$T1N, TSUTSUM~ 6 PSSOCICTES, ANC CIVIL ENGINEERS ~ SVRVEYORS turn. The Palani Road westbound and eastbound approaches each provide an exclusive left-turn lane, a through lane, and an exclusive right-tum lane connecting to an acceleration lane on Queen Kaahumanu Highway to form a "free" right-turn lane. Queen Kaahumanu Hiohwav/Kaiminani Drive Kaiminani Drive forms the stem of a signalized "tee"-intersection with Queen Kaahumanu Highway. The Queen Kaahumanu Highway northbound approach provides an exclusive right-turn lane and a through lane. The Queen Kaahumanu southbound approach provides an exclusive left-turn lane and a through lane. The Kaiminani Drive westbound approach provides an exclusive left-turn lane and aright-turn lane that connects to a northbound acceleration lane on Queen Kaahumanu Highway, forming a "free" right-turn. Queen Kaahumanu Hiohwav/Keahole Airport Road Keahole Airport Road forms the stem of a signalized "tee"-intersection with Queen Kaahumanu Highway. The Queen Kaahumanu Highway northbound approach provides alert-tum lane and a through lane. The Queen Kaahumanu Highway southbound approach provides an exclusive right-tum lane and a through lane. The Keahole Airport Road eastbound approach provides an exclusive left-turn lane and aright-turn lane that connects to a southbound acceleration lane on Queen Kaahumanu Highway, forming a "free" right-tum. C. Existing Traffic Operations 1. Field Observations The Kaiminani Drive eastbound approach at its intersection with Mamalahoa Highway was observed to experience long delays due to insufficient gaps in traffic on Mamalahoa Highway during the AM and PM peak hours of traffic. Since Kaiminani Drive is on a steep grade (8 to 10 percent grade), vehicles on this approach have to wait for larger gaps on Mamalahoa Highway to execute their tum on to Mamalahoa Highway. Occasionally, the Kaiminani Drive eastbound right-tum traffic was observed to be blocked try an eight (8) to ten (10) vehicle queue waiting to turn left on Mamalahoa Highway during the PM peak hour of traffic. 12 ate-- NO'4nr Nor ro scuE I I ~ t I ~14A(ry(AHpq .wc1R p~ ~{t p Wu"^"' ~ / RC NArfr'.Ei SATES fl iLCE55 0.0A0` a 4 _ T~~4~ II Ap ~6'' $ ~'q. Hiyy t r. ' Kong wrEa~Ar~ aanont ~ ~ LEGEND a,- - y~ i ~ a~- O - slcNRUZEn wrERSECraN ~~r- O - uNSKx+wzm INTERSECReN _y R L -y r ~ -FREE RIGHT-NRNS ATA AusTIN TSUTSUMI & ASSOCIATES, INC. FIGURE PP.LAM~UI ENGINEERS.SURJEYGRS HONGLULU.!JWPJI DEVELOPMENT EXISTING LANE CONFKaURAl1ON ATA AUSTIN, TSUTSIIMI 6 GSSOOATES. INC. CIVIL ENGINEER6 BLIRVEYCR6 The Queen Kaahumanu Highway/Palani Road intersection was observed to have queues of over ten (10) vehicles on the eastbound and westbound approaches during the PM peak hour of traffic. The westbound through lane queued back blocking the right-tum lane during the PM peak hour of traffic whereby the right-turning vehicles needed to wait for the westbound green phase to execute a right turn. During the AM peak hour of traffic, the queues were four (4) to five (5) vehicles on the eastbound left-turns and the southbound approach. The Queen Kaahumanu Highway/Kaiminani Drive intersection operated with limited queuing of traffic as the longest queues observed were three to four vehicles on the Queen Kaahumanu Highway southbound left-tum movement during the PM peak hour of traffic. Queuing was observed to be more prominent during the PM peak hour of traffic. The Queen Kaahumanu Highway/Keahole Airport Road intersection operated with limited queuing of traffic as the longest queues were observed to be five (5) to six (6) vehicles for the Queen Kaahumanu Highway northbound left-turn traffic and approximately four (4) to five (5) vehicles on the Keahole Airport Road eastbound left-turn movement during the PM peak hour of traffic. Queuing at the Queen Kaahumanu Highway/Keahole Airport Road intersection was also observed to be more prominent during the PM peak hour of traffic. 2. Existing Traffic Condition Analyses Peak hour traffic volumes at the study intersections were analyzed using procedures for unsignalized and signalized intersection analysis outlined in the Hiohwav Capacity Manual -HCM 2000. Level of Service (LOS) is a qualitative measure used to describe the conditions of traffic flow ranging from free-flow conditions, LOS A, to congested conditions, LOS F. The descriptions of LOS for unsignalized and signalized intersections are provided in Appendix B. It should be noted that overall unsignalized intersection LOS is no longer calculated in the HCM 2000 procedure; LOS is only calculated for the stop-controlled (minor) approaches and for left turns from the major roadway. 14 ATA AUSTIN, TSUTSUMI 6 ASSOCIATES. INC. CI VIL ENGINEER6 ~ 6VRV EYORS Figure 5 shows the peak hour of traffic volumes. Table 2 summarizes the intersection LOS's. Mamalahoa Highway/"Makalei Access Road" Since Makalei Estates is approximately 25 percent complete, the volumes entering and exiting the "Makalei Access Road" were light and resulted in LOS A conditions during the AM and PM peak hours of traffic. Mamalahoa Highwav/Kaiminani Drive The Mamalahoa Highway northbound left-tum traffic operates at LOS B during the AM peak hour of traffic and at LOS A during the PM peak hour of traffic. The Kaiminani Drive eastbound left-tum traffic operates at LOS E during the AM peak hour of traffic and at LOS F during the PM peak hour of traffic. The eastbound right-turn traffic operates at LO5 E during the AM peak hour of traffic and at LOS C during the PM peak hour of traffic. Based upon Year 2002 State of Hawaii Department of I Transportation (SDOT) 24-hour machine count data, the installation of a ( traffic signal system is not warranted. f Queen Kaahumanu Highwav/Palani Road ~ Due to the heavy demand on Queen Kaahumanu Highway and Palani Road, several of the traffic movements operate at LOS E during the AM peak hour of traffic and at LOS F during the PM peak hour of ' traffic. The Queen Kaahumanu Highway northbound left-turn traffic operates at LOS E during the AM peak hour of traffic and at LOS F during ' the PM peak hour of traffic. The northbound through traffic operates at LOS E during the AM and PM peak hours of traffic. The northbound right- turn traffic operates at LOS B during the AM peak hour of traffic and at LOS C during the PM peak hour of traffic. The Queen Kaahumanu Highway southbound left-turn traffic operates at LOS E during the AM peak hour of traffic and at LOS F during the PM peak hour of traffic. The southbound through traffic operates at LOS C during the AM peak hour of traffic and at LOS E during the PM peak hour of traffic. The Palani Road eastbound left-tum traffic operates at LOS E during the AM peak hour of traffic and at LOS F during the PM peak hour of traffic. The Palani Road 15 AI/l GUSTIN. TSUTSUMI 6 GSSOCIATEE. WC. CIV IL ENGINEERS 6URVEYOR6 eastbound through traffic operates at LOS C during the AM peak hour of traffic and at LOS D during the PM peak hour of traffic. The Palani Road westbound left-turn traffic operates at LOS D during the AM peak hour of traffic and at LOS F during the PM peak hour of traffic. The westbound through lane operates at LOS E during the AM peak hour of traffic and at LOS F during the PM peak hour of traffic. Overall, the Queen Kaahumanu Highway/Palani Road intersection operates at LOS D during the AM peak hour of traffic and at LOS E during the PM peak hour of traffic. Queen Kaahumanu Highway/Kaiminani Drive The signalized Queen Kaahumanu Highway/Kaiminani Drive intersection operates overall at LOS B during the AM and PM peak hours of traffic. The Queen Kaahumanu Highway northbound through traffic operates at LOS C during the AM and PM peak hours of traffic. The northbound right-turn traffic operates at LOS A during the AM and PM peak hours of traffic. The Queen Kaahumanu Highway southbound through traffic operates at LOS A during the AM and PM peak hours of traffic. The southbound left-turn lane operates at LOS C during the AM and PM peak hours of traffic. The Kaiminani Drive westbound left-turn lane operates at LOS C during the AM and PM peak hours of traffic. Queen Kaahumanu Hiahwav/Keahole Airport Road The signalized Queen Kaahumanu Highway/Keahole Airport Road intersection operates overall at LOS B during the AM peak hour of traffic and at LOS C during the PM peak hour of traffic. The Queen Kaahumanu Highway northbound through traffic operates at LOS A during the AM and PM peak hours of traffic. The northbound left-turn traffic operates at LOS B during the AM peak hour of traffic and at LOS C during the PM peak hour of traffic. The Queen Kaahumanu Highway southbound through traffic operates at LOS B during the AM peak hour of traffic and at LOS C during the PM peak hour of traffic. The southbound right-turn traffic operates at LOS A during the AM and PM peak hours of traffic. The Keahole Airport Road eastbound left-tum traffic operates at LOS C during the AM peak hour of traffic and at LOS D during the PM peak hour of traffic. 16 ~>s uXxw) a~ tn(xxy ~nt f ~txgtss)}e( i ` ~ ` rte>itc.gtri 1 NCT TC SCAL r ~ ~ ~ I xtXtn)+ x / I Lfri{9xp,a) R ~ ~ ) tls)-ti 4~ cxaxsc) r ' ~ tt0{ncccoe~ ~ a n ^ "~+nuh ° `°6~ 'Po iNKALF! ESGTES I '4.KN.[I ACC65 RQ6D' 4 9 l ~ ~ p "~l~yl~ '~N MIVr it f KONA IHIEKNATL NKFORf LEGEND fi(id) - ~w(au) vEWC Noun OF TRAFFIC VOLUMES © - SIGWiIZm INIERSECOON RAI/PM LOS ~ O - UNSIGN~LP~D INTERSECTION ^e ~ L)t(x7ri ~ c --'~'"ri w/PLI Los - x(x) ,w(aN) ios .-ss>!ari c/e c){xsOxri~ ~ r ~mr. ~ o ATA AusTIN, TSUTSUMI & ASSOCIATES. INC. FIGURE PAN V I ENGINEERS,SURVEI'ORS HONOLULL',HAWAIi DEVELOPMENT EXISTING TRAFFIC VOLUMES 5 AND LEVEL OF SERVICE Table 2 Existing Conditions Level of Service Summary Existing Year 2003 AM Peak Hour PM Peak Hour LOS Dela s LOS Dela s ' "Makalei Aecess Road"IMamalahoa Hi hwa NB LT A 7.7 A 7.7 EB LT/RT A 9.8 A 9.9 Kaiminani DriveIMamalahoa Hi hwa NB LT B 10.6 A 8.7 NB TH - - - - SB RT/TH - - - EB LT E 42.8 F 69.2 EB RT E 36.1 C 16.3 Overall - - - - Palani Roadl~ueen Kaahumanu Hi hwa NB LT E 73.8 F 117.9 NB TH E 59.2 E 57.2 NB RT B 15.0 C 22.1 SB LT E 68.1 F 105.5 SB TH C 26.2 E 65.2 SB RT free ri ht-tum EB LT E 76.5 F 107.6 EB TH C 29.6 D 51.2 EB RT free ri ht-tum B LT D 52.6 F 126.5 B TH E 65.1 F 91.2 B RT free ht-tum - Overall D 54.7 E 77.4 Kaiminani DrivelQueen Kaahumanu Hi hwa NB TH C 21.3 C 21.2 NB RT A 2.3 A 6.4 SB LT C 25.5 C 27.1 SB TH A 5.5 A 5.6 WB LT C 31.7 C 29.1 WB RT free ri ht-tum ------Overall -----8 -----17.6---- -----6----- ------14.4----- Keahole Air ort RoadlQueen Kaahumanu Hi hwa NB LT B 18.1 C 30.2 NB TH A 3.7 A 2.6 SB TH B 18.2 C 26.5 SB RT A 7.0 A 2.8 EB LT C 24.8 D 42.7 EB RT free r' ht-tum Overall B 11.9 C 20.5 /TA PuSTL LENGNEER96•~SJiiOVEVOR6 1NC. III. FUTURE TRAFFIC CONDITIONS WITHOUT PROJECT-GENERATED TRAFFIC The methodologies used to develop future forecast without traffic generated by the Project are described below: A. Background Traffic Growth The background annual growth rate which was applied to existing traffic volumes to estimate the Year 2008, Year 2011, and Year 2014 traffic conditions was based on information from the Keahole to Honaunau Regional Circulation Plan by Townscape, Inc., 2003. The projected daily traffic volumes along Queen Kaahumanu and Mamalahoa Highway in the vicinity of the Project site indicates that the traffic volumes I will experience an average annual growth rate of about four and one-half I, percent (4.5 percent) per year. A growth factor of 1.25, 1.42, and 1.62 1 was applied to the existing through Traffic volumes on Queen Kaahumanu Highway and Mamalahoa Highway to estimate the Year 2008, the Year 2011, and the Year 2014 traffic conditions, respectively. 1. Other Nearby Known Development(s) It is assumed that the growth rate projected in the "Keahole ( to Honaunau Regional Circulation Plan" includes build out of proposed projects in the Kona Region that are either underway or I in the planning stages. f ` 2. Makalei Estates There are currently about 20 units completed and occupied with 60 vacant parcels remaining to be sold or developed. At build-out, there will be a total of 80 units completed and occupied. The existing construction rate of Makalei Estates is five (5) to six (6) parcels per year, indicating that by the Year 2014 there will be approximately 74 completed houses with full build-out by Year 2015. This study assumes that all 80 units will be completed and occupied by the last phase (Phase III) of the Project, Year 2014. Figure 1 shows the location of Makalei Estates relative to the Project. 19 ATA AUSTIN. TSUTSUMi 6 <SSOCIATES. WC. CIVIL ENGINEERS SIIPVEYORS The development of traffic projections for Makalei Estates will involve trip generation, trip distribution, and traffic assignment. Descriptions of each process are as follows: a. Trip Generation Trip generation rates were based upon data from the nationally published Trip Generation 7th Edition, by the Institute of Transportation Engineers (ITE), 2003. The application of these trip rates provides an estimate of the increase in future traffic expected to be generated by the 60 units of Makalei Estates. Traffic generated by the 60 units of Makalei Estates was estimated by applying the trip generation rates shown in Table 3. Table 4 shows the trips generated by the remaining Makalei Estates for the Year 2008, Year 2011, and Year 2014. b. Trip Distribution The directional distribution pattern developed for Makalei Estates was based on the existing traffic counts taken at the Mamalahoa Highway/"Makalei Access Road° intersection, which is currently the only access to Makalei Estates. The distribution pattern is as follows: • North of Makalei Estates 25 percent • South of Makalei Estates 75 percent c. Traffic Assignment Trips generated by the remaining 60 lots of Makalei Estates were assigned to the existing roadway network based upon the trip distribution rates listed above. 20 ATA AUSTIN. TSUTSUM~ 6 CSSOCIGTES. MC. CIVIL ENGINEERH SURVE VORB Table 3 Trip Generation Rates For Remaining Makalei Estates AM Peak Hour PM Peak Hour of Traffic of Traffic Land Use Daily (ITE Code) Units Trip Trip % Trip % Enter Rate Rate Enter Rate Single Family Dwelling 9.57 a 25% b 64% (210) Units KEY: a T = 0.7*X+9.43 b T = EXP(0.90'LN(X)+0.53) Table 4 I Trip Generation Summary For Remaining Makalei Estates AM Peak Hour PM Peak Hour Average of Traffic of Traffic Daily No. of Trips Enter Exit Enter Exit Land-Use Designation Units (vpd) (vph) (vph) (vph) (vph) Year 2008 Single Family Home 22 258 6 19 17 10 Year 2011 Single Family Home 16 193 5 16 13 8 Year 2014 Single Family Home 22 258 6 19 17 10 Subtotal Year 2008 to 2014 60 709 17 54 47 28 vpd =vehicles per day vph =vehicles per hour 21 ATA DUSTIN, TSUTSUMI 6 4560CIDTES. INO. CIVK ENGINEEPfi 6~lPVEVpR6 d. Traffic Projections The traffic volumes generated by the remaining Makalei Estates parcels to be developed and the application of the growth rate were added to the existing Year 2003 traffic volumes to project the Base Years 2008, 2011, and 2014 traffic without the Project-generated trips. B. Planned Roadway Improvements SDOT is planning to widen Queen Kaahumanu Highway. Currently, SDOT is moving forward with Phase I, which will be completed by Year 2008. Phase I will widen Queen Kaahumanu Highway from Henry Street to Kealakehe Parkway from two (2) lanes to four (4) lanes. This traffic study assumes that Phase I of the widening project will be completed by Year 2008. Phase 11 of the widening project will widen Queen Kaahumanu Highway between Kealakehe Parkway and Keahole Airport Road from two (2) lanes to four (4) lanes. However, the speck timetable for the completion of Phase II is unknown at this time. Therefore, this study does not assume Phase II of the widening project to be in place by any of the base years. C. Base Year 2008 Traffic Operations Without Project-Generated Traffic 1. Base Year 2008 Traffic Condklon Malysis With the widening of Queen Kaahumanu Highway from Henry Street to Kealakehe Parkway, traffic at all study intersections will operate at LOS D or better, except at the following intersections: Mamalahoa Hiahwav/Kaiminani Drive The Kaiminani Drive eastbound left-tum traffic will operate at LOS F during the AM and PM peak hours of traffic at this unsignalized intersection. The Kaiminani Drive eastbound right-tum traffic will also operate at LOS F during the AM peak hour of traffic and at LOS D during the PM peak hour of traffic. 22 AII, AUSTCNVIL ENG NEER9 •Q6UfiOVEYANFS INC. Queen Kaahumanu Hiahwav/Keahole Airaort Road Traffic at the Queen Kaahumanu Highway/Keahole Airport Road will operate overall at LOS D or better. However, the Queen Kaahumanu Highway southbound through traffic will begin to experience near capacity conditions with avolume-to-capacity ratio (v/c) approaching capacity at 0.98, during the PM peak hour of traffic. Accommodating through volumes exceeding 1,000 vehicles per hour on Queen Kaahumanu Highway will require allocating the majority of green time to the Queen Kaahumanu Highway approaches which will result in LOS D conditions for the left-turns from the Highway and from the side street during the PM ~ peak hour of traffic. Traffic in the southbound Queen Kaahumanu ' Highway through lanes will also experience longer delays as this volume is projected at over 1,000 vehicles during the PM peak ~ hour of traffic. j Queen Kaahumanu Hiahwav/Palani Road In spite of the widening of Queen Kaahumanu Highway to j four lanes through this intersection, long delays are still projected. The Queen Kaahumanu Highway northbound and southbound left-turn traffic will operate at LOS D during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. The Palani Road westbound and eastbound left-turn traffic will operate at ' LOS D during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. The Palani Road westbound through traffic will also operate at LOS D during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. Overall, the intersection will operate at LOS D during the AM and PM peak hours of traffic. Figure 6 shows the Base Year 2008 traffic volumes and LOS. 23 NOR x ~-m(a) r ~ ~ th(us)} ~ R ~ nom` tss(tss~ `NOT TO SCALE 1 1 I i i _r ! zn(m)w a x ~ tao(tss)~ 1} r 1 C V 4~M~ tram nT~~ i ~ ~ L' ~ ~IAH q ~,HM c,4. Y~~ 9~ tUI4tE1 ESTATES 'PO aT ~Y~NALFI M1CCESS ROAp' S P j pf 8 SEEN '""~7i MMf W ` Korn svTERruTL f' "PPORf LEGEND ' ~ i/(/#j - AM(PN) PEAK NOUR OF TRIfFlC VOLUAI6 x sd © - SIONIL2E.? RITERSECTION AY/PY LOS y,~ O - UNSIGNALIZED INTERSECTION ~ ~ ~ Tm(e,s) Los - x(x) Au(w~ Los sagas) r Ts(t~) 1 L ~ 1:OT<: ALL WLUN6 IRE ROUNDm TO ~ THE NEAREST 5 VEHICLES ~ m(at ~ ~ ATA AUSTIN, TSUTSUMI & ASSOCIATES, iNC. FIGURE PALAMANUi ENCINEERS,SURVEYORS HONOLULU,HAWAII DEVELOPMENT BASE YEAR 2008 TRAFRC VOLUMES 6 AND LEVEL C>F SERVICE AT/ gUSTIN. TSUTSUMI 6 g550CIPTES, INC. I/¦1 CNII ENGMEER9 SLJFVEVORS 2. Base Year 2008 Traffic Mitigation Measures Base Year 2008 conditions without Project-generated traffic indicate that the southbound traffic volumes on Queen Kaahumanu Highway at its intersection with Keahole Airport Road will begin to experience near capacity conditions (v/c=0.98). This condition indicates that roadway improvements on a regional level on Oueen Kaahumanu Highway or other alternative routes to/from the North Kona area will be needed beyond Year 2008 to accommodate the regional traffic demand to/from the North Kona area. As stated in the May 1998, Hawaii Lono Ranae Land Transportation Plan (HLRLTP), Tier 1 projects (1998-2005) include the widening of Queen Kaahumanu Highway from Keahole Airport Road to Kealakehe Parkway from atwo-lane highway to four-lane divided highway. Mamalahoa Hiahwav/ Kaiminani Drive A traffic signal system will most likely be warranted at this intersection. As a signalized intersection, traffic at the intersection will operate overall at LOS C during the AM peak hour of traffic and at LOS B during the PM peak hour of traffic. Figure 7 shows the Base Year 2008 traffic volumes with mitigation measures and LOS. The study intersections LOS for Base Year 2008 conditions are summarized in Table 5. 25 ~ „x,s> ' ~ ~ ~ "x'g) Nor ro scu.e i R r ~ ~ ' i lip o~ R ti r ,o«,a, q t r , ..tt ~ i p P / '^^~AH q yµµrHpA A~ ~ ,art RO W4KN[I 6fATF5 ~4~RN[I hCC65 RW~' ) ,o i ~ ~ '~W NMY W Kow, N,[r+N~rt NRPOHf LEGEND H(fl) - Nu(rw) FENC Noun ov rwrnc vauMEs ® _ µSIGNYBm WiERSECIIOH O - UNSKlY1JZED V(fERSECf)ON s ti>x~ 3 ~ ~eo(s,s) MI/PU L~ - x(x) w(PU) ins cwfss) r xn(+s» 1 t ~ NOTE ALL VOLUY6 IRE ROUNDED TO SHE NEMEST S VDiICLES 8/C 35(Zi5)-t 1 f '+~+lt3r.. ~Nea)ti ~ ~ AT^ AUSTIN. TSUTSUMI & ASSOCIATES, INC. FIGURE Pa..~'~U) ENGINEERS,SURVEYOR$ HONOLULU,HAWAII DEVELOPMENT BASE YEAR 2008 7 WITH MITIGATNE MEASURES Table 5 Base Year 2008 without Traffic Generated by the Project Level of Service Summary Base Year 2008 Base Year 2008 Existing Year 2003 1Ndhout Project-Generated Traffic VYrthout Project-Generated Traffic With MBiga6ve Measures AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Dela s LOS Dela s LOS Dela s LOB Dela s LOS Dela s LOS Dela s "Makalai Aeeeas Road"IMamalahoa HI hwa NB LT A 7.7 A 7.7 A 7.9 A 7.11 - - - - EB LT/RT A 9.8 A 9.9 B 11.1 B 11.0 - - - - Kaiminanl DrivelMamalahoa Hi vrith haffie si nal NB LT B 10.8 A 8.7 B 12.0 A 9.7 D 50.6 C 242 NB TH - - - - - - A 2.0 A 1.6 SB RTRH - - - - - - C 23.8 B 15.1 EB LT E 42.8 F 69.2 F 77.8 F 269.2 D 53.3 C 26.2 EB RT E 38.1 C 183 F 86.8 D 27.0 D _ 45.1 B 15.1 Overall - - - - - C 24.8 B 12.7 Palanl RoaN assn Kaahumanu HI hvra NB LT E 73.8 F 117.9 D 53.8 E 852 - - - - NB TH E 59.2 E 57.2 D 47.3 D 48.1 - - - - NB RT B 15.0 C 22.1 C 22.5 C 22.0 - - - - SB LT E 88.1 F 105.5 D 52.8 E 60.8 - - - - SB TH C 26.2 E 65.2 D 35.1 D 53.3 - - - - SB RT tree ri ht-tam tree ~ M-tam - - - - - EB LT E 76.5 F 107.8 D 53.8 E 57.9 - - - - EB TH C 29.6 D 51.2 C 28.4 C 32.5 - - - - EB RT free ' ht-tam free ' ht-tam - - - - WB LT D 52.8 F 126.5 D 54.9 E 64.2 - - - - TH E 85.1 F 97.2 D 49.2 E 56.6 - - - - RT free ri ht-tam _ free ' ht_-tam - - _ - Overall D 54.7 E~ 77.4 yD 44.8 D 51.8 - - - - Kaiminanl DrIvN assn Kaahu nu HI NB TH C 21.3 C 21.2 C 23.7 C 27.5 - - - - NB RT A 2.3 A 6.4 A 1.6 A 5.9 - - - - SB LT C 25.5 C 27.1 D 53.7. C 31.9 - - - - SB TH A 5.5 A 5.6 A 8.0 A 8.4 - - - - LT C 31.7 C 29.1 D 49.5 D 36.9 - - - - VVB RT tree ' ht-tum tree ' M-tum - - ~ - Overaa B 1L6 8 14.4 C 22A B 17.9 - - - - Keahole Af ort Roa assn Kaahumanu HI h NB LT B 19.1 C 30.2 C 20.8 D 52.2 - - - - ' NB TH A 3.7 A 2.8 A 3.9 A 3.3 - - - - SB TH B 18.2 C 26.5 B 18.9 D 44.1 - - - - SB RT A 7.0 A 2.8 A 8.5 A 3.2 - - - - EB LT C 24.8 D 42.7 C 26.1 D 54.2 - - - - EB RT _ free ' ht-tam free ht4um - - - iOverall B 11.9 C 20.5 H 12.2 C 32.4 - - - - = overcapaGty condifions ATA DUSTIN. T6UTSUMI 6 PSSOCICTES, INC. CIVIL ENGINEER6 ~ 6URVE~'OR6 D. Base Year 2011 Traffic Operations Without Project-Generated Traffic 1. Base Year 2011 Traffic Condition Analysis Traffic operating conditions described for Base Year 2008 indicate that the continued widening of Queen Kaahumanu Highway from Kealakehe Parkway to the Keahole Airport Road will be required to accommodate the projected traffic demands beyond Year 2008. Without widening of the highway from Kealakehe Parkway to Airport Road, traffic at the study intersections will operate at LOS D or better except at the following intersections. Queen Kaahumanu Hiohwav/Palani Road The Queen Kaahumanu Highway northbound and southbound left-turn traffic will continue to operate at LOS D during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. The Palani Road westbound and eastbound left- turn traffic will operate at LOS D during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. The Palani Road westbound through traffic will change from LOS D to LOS E during the AM peak hour of traffic and will continue to operate at LOS E during the PM peak hour of traffic. The Queen Kaahumanu Highway southbound through traffic will operate and LOS C during the AM peak hour of traffic and LOS E during the PM peak hour of traffic and will experience near capacity conditions (v/c=0.93) during the PM peak hour of traffic. The Queen Kaahumanu Highway northbound through traffic will operate at LOS D during the AM peak hour of traffic, however, will experience near capacity conditions (v/c=0.92). Overall, the intersection will operate at LOS D during the AM and PM peak hours of traffic. Queen Kaahumanu Hiohwav/Kaiminani Drive The Queen Kaahumanu Highway northbound through traffic will operate at LOS D during the AM and PM peak hour of traffic. However, the northbound through traffic will experience 28 ATA 4U6TIN. TSUTSUMI 6 GS6UCIATE6, ING. CIV IL ENGINEERS SURVEYORS near capacity condition during the AM and PM peak hours of traffic (v/c=0.92 and v/c=0.97, respectively). Queen Kaahumanu Highwav/Keahole Airport Road The Queen Kaahumanu Highway southbound through traffic will remain at LOS D but will experience over capacity conditions (v/c=1.03) during the PM peak hour of traffic. The Queen Kaahumanu Highway northbound left-tum traffic will operate at LOS C during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. The Keahole Airport Road eastbound left-turn traffic will operate at LOS C during the AM ! peak hour of traffic and LOS E during the PM peak hour of traffic. Overall, the intersection will operate at LOS B during the AM peak hour of traffic and LOS D during the PM peak hour of traffic. 2. Base Year 2011 Traffic Mitigation Measures ~ The following describes traffic operations with Phase II of the widening of Queen Kaahumanu Highway from atwo-lane highway to a four-lane divided highway from Kealakehe Parkway to Keahole Airport Road. Queen Kaahumanu Highwav/Kaiminani Drive Operation at the Queen Kaahumanu/Kaiminani Drive intersection will improve with the widening of Queen Kaahumanu Highway to four lanes and will result in LOS B overall conditions during the AM and PM peak hours of traffic. Queen Kaahumanu Highwav/Keahole Airport Road Operation at the Queen Kaahumanu/Keahole Airport Road intersection will improve with the widening of Queen Kaahumanu Highway to four lanes and will result in LOS B overall conditions during the AM and PM peak hours of traffic. The Queen Kaahumanu southbound through traffic will operate at LOS B (v/c less than 0.90) during the PM peak hour of traffic. 29 ATA 41J5TIN. TSVTSUMI 6 p560CIpTES. INC. CIVIL ENGINEER6 6VRVEVGR6 Other recommendations in the HLRLTP and in the Keahole to Honaunau Reoional Circulation Plan include construction of north-south roadways in the area north of Kailua-Kona, such as the Henry Street Extension and Kealakaa/Kealakehe Extension. The construction of north-south roadways in the area north of Kailua-Kona, such as the Henry Street Extension and Kealakaa/ Kealakehe Extension, would be needed to improve operating conditions at the Queen Kaahumanu Highway/Palani Street intersection. However, vehicle diversion data with the proposed north-south roadways is not documented in published sources. Nevertheless, should such data be analyzed, it would be beyond the scope of this traffic study. Therefore, the construction of the north- south roadways in the area north of Kailua-Kona is assumed to be completed by others and will not be considered by this traffic study. Figure 8 shows the Base Year 2011 traffic volumes with mitigation measures and LOS. The study intersections LOS for Base Year 2011 conditions are summarized in Table 6. E. Base Year 2014 Traffic Operations Without Project-Generated Traffic 1. Base Year 2014 Traffic Conditions Analysis With the widening of Queen Kaahumanu Highway from a two-lane highway to a four-lane divided highway from Kealakehe Parkway to Keahole Airport Road, traffic at the study intersections will operate at LOS D or better except at the following locations. Queen Kaahumanu Hiahwav/Palani Road The Queen Kaahumanu Highway southbound through traffic will operate at LOS D during the AM peak hour of traffic and LOS E during the PM peak hour of traffic, and will continue to experience near capacity conditions (v/c=0.98) during the PM peak hour of traffic. The Queen Kaahumanu Highway northbound through traffic will remain at LOS D during the AM peak hour of traffic and change from LOS D to LOS E during the PM peak hour of traffic. 30 ATA AUSTIN. TSlJTSUMI 6 4650C~nTES. IivG. CIVIL ENGINEER6 6URVEVOPS The Queen Kaahumanu Highway northbound traffic will also experience near capacity conditions (v/c=0.92) during the PM peak hour of traffic and continue to experience near capacity conditions during the AM peak hour of traffic (v/c=0.91). The Queen Kaahumanu Highway northbound and southbound left-turn traffic will change from LOS D to LOS E during the AM peak hour of traffic and continue to operate at LOS E during the PM peak hour of traffic. The Palani Road westbound and eastbound left-turn traffic will change from LOS D to LOS E during the AM peak hour of traffic. Overall, traffic at the intersection will remain at LOS D during the AM peak hour of traffic but will change from LOS D to LOS E during the PM peak hour of traffic. Mamalahoa Hiahwav/Kaiminani Drive The Mamalahoa Highway northbound left-turn traffic will operate at LOS E during the AM peak hour of traffic and LOS C during the PM peak hour of traffic. The Kaiminani Drive eastbound left-turn will operate at LOS E during the AM peak hour of traffic and LOS C during the PM peak hour of traffic. The Kaiminani Drive eastbound right-turn traffic will operate at LOS E during the AM peak hour of traffic and LOS B during the PM peak hour of traffic. The Mamalahoa Highway southbound through and right-turn traffic will remain at LOS D during the AM peak hour of traffic, but, will experience over capacity conditions (v/c=1.03). Overall, the intersection will operate at LOS D during the AM peak hour of traffic and LOS B during the PM peak hour of traffic. However, as delays increase at this intersection, drivers will divert. 31 Np xa(m) d 4 ^g mfzs) R~' r iX>s~ .-atXlee) a an(etD) % ruXtx7 ` r tmltee) NOT TO SCALE 1 1 i :/B I I Or i 31X255) ~ ° ~ J , ~ ~ ~ tB~155) 1_ i r ~t X:5) -ti X ~ ~ eeX5I5) r e 8 ~ a10;e6S-~ t a- w ~a K^ :AAMk.EI ESATF$ `iw~uLEi aCCEi~ ROAC' q P ~ "'W ~MWU ~ _ 8 A~ N' 9 NONA IN1EMlUTI urtrom LEGEND - a/(jl/) - w(PAfj F'FAIC HOUR aF TRAFFIC VOLUMES ® - SIGNN.IZED IHIERSECTNxI ~ w/PU LOS ~ - UNSIGNAL!ZED INFERSECTION R tom) ~ ~ °°a'0S) w/au Los - x(x) w(w) Los "~~`'°0) f NOTE N.l VOWN6 ME RWNDEO TO r ns(tss) ~%6 ~i THE NEeREST 5 VEHICLES 5 r ~ e~s(t~o)+ eXeo)~ ~ I ATA AUSTIN, TSUTSUMI & ASSOCIATES, INC. FIGURE PALAMANU~ ENGINEERS.SURVEYORS HONOLULU,HAWAII DEVELOPMENT BASE YEAR 2011 TRAFFIC VGLUMES 8 1MTH MfTIGATNE MEASURES 1 r a°°v m 1.- nomN~ iv U c A I I t l I I 1 1 1 1 1 1 1 I I 1 1 1 ! I N vi N~ ~ n iv IN IE S d r ~ d U i d ~ ~ 5 a ! 1 ! AA~p I 1 I Ijl I I I I I I I~I ma 0a0 Ejm UamaU E!m N d~aJ 31 =t d d ~ t' ti Y t'-j m , ' d d N I ~ N W h O d i... b m dt O r m I N (A m a~ = ydy I I I I I ti l I I I I I T i l t I! I n~ ~r d~l~ NN~lC N'tio^ s O ' I 03 a ~ I adm ! I I ~O l i t I 1!i I I I I I I I Il m¢O¢O !m Uam¢U !m w ' O y N Q ~ N t 7 N h G D m h N Y Ip N i l0 ^ Q m 0 m ' N h m O~ l n i m O d O O f0 fpi~ ~O m O G Yf A a l7 r ,~j Ol N fG lui O nj ~ N Ol ilk U O m ~ N~ ~ N'- 10 d N (O N (D ~ A fp !N O t7 ~ N ~N A m fo i17 W xg I Y H d ' 1 1 1 °u a ! 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O N Y ~ m" ' Q N W N m h , h p !a 1~ m m I I m W' 1 ~ h N 0 1A G~ N~ I ri d1 A N m I O O N dl N N ' C t O ~ i O N ~ f p ~ N ~ m ~ h N N N t7 N Y i N Y _ d N 1 ~ a s a l i LL U! 1 LL W U LL W j LL 0? LL LL ,~W U a U a U dim U a 0 0 0 ?~U ~ ~ L i ~ ~i d r t tl rl tE > ~ ~ I f0 0 0 ~ i C m N O ~ N ~j h 10 d dl ~ y! A O f 7 N N~ 1~ b ~ A N O O d' Q d ~a ~ d_ r m= c I I N Ic7 1 ~ m vl m Ic .t ro m r ui .`gyp t ~ h ~ a; o a O. I~ m a t+ll 1~ h ~ O N A N b t0 !Q N N N'O ~ ~ N ~ A N t.. W x~ s' I s w d w o d • ~ ' i~ i 3 Q Q a 6 d m I t w W' I C W W m W U w U O w !O ~ U a U a U !m m¢ m a U im 1 ~ O ! i ! ! ~ 3 ~ ~ T~ f~ H 2 F F- F!~ H= f H= F H 2 1- J H a.!U S F- F- 2 ~ ~!U L J 1- H C J Ki J J E J I- C J¢ i J H C J f~ J l- K F~ J F E O m m i0 m m m m mi ¦ m m m m m m m m m m m mi ~ m m m m mi m m m m m m II -zwY zmww~ azzzmmmwww zzmm zzm ww ATA Pu~CIVII ENG NEER66~A6UROEV~DR6 INC. 2. Base Year 2014 Mitigation Measures Queen Kaahumanu Hiohwav/Palani Road Additional capacity on Queen Kaahumanu Highway would require widening the highway to six-lanes through this ' intersection. However, widening of Queen Kaahumanu Highway to a six-lane highway is not on the recommended plan in the HLRLTP and, therefore, not recommended in this traffic study. Another alternative to obtain additional capacity is the construction of alternative north-south roadways, such as the Henry Street Extension and Kealakaa/Kealakehe Extension, to provide an alternative for north/south roadway alleviating the congestion on Queen Kaahumanu Highway or Mamalahoa Highway. As mentioned earlier, the HLRLTP and the Keahole to Honaunau Reoional Circulation Plan recommended the construction of alternative north-south roadways. However, vehicle diversion data with the proposed north-south roadways is not documented in published sources. Nevertheless, should such data be analyzed, it would be beyond the scope of this traffic study. Therefore, the construction of the north-south roadways in the area north of Kailua-Kona is assumed to be completed by others and will not be considered by this traffic study. Mamalahoa Highwav/Kaiminani Drive Additional capacity on Mamalahoa Highway could be obtained by widening the highway from a two-lane highway to a four-lane highway. However, the widening of Mamalahoa Highway would be difficult because of existing development adjacent to the highway and the steep terrain. As a result, the widening of Mamalahoa Highway from a two-lane highway to afour-lane highway is not recommended by this traffic study and also by the HLRLTP. Figure 9 shows the Base Year 2014 traffic volumes and LOS. The study intersections LOS for Base Year 2014 conditions are summarized in Table 7. 34 ~ as(em) ~ X ~ ~9m) NORM ~ ~ zcee: ; tzyta+! ~ R ~ e- tosi+~) NCT TO SCALE a I i v 1 M-1MpLph, p py~ ~ PdRa 1IMAEi >fAl[5 ~i~ ~ A I ACCEi Rti1D' A _ P y _'W ~4N, l,lyy K ~wrcRrurL LEGEND /j(//) - AY(PY) PE/J( HOUR OF TRIFFIC VOUALES ® - SIGNALTLFD INTERSECTION AY/PY LAS O - UNSIGN~LII~ INTERSECMMt 3. AY/PY lAS - w(~) LAS eco(6m7 ~ m(ts} 1 ` ~ •I NOTE: ItL W]LUY6 ARE ROUNDED TC ~ I y`J THE NEAREST 5 VEHICLES 1 a'X~7ss)-~ sa(twl+ & ~ egro)„ 3C $ ATA AUSTIN, TSUTSUMI & ASSOCIATES, INC. FIGURE PI~NU) ENGINEERS,SURVEYORS HONOLULU,Fi4WAll DEVELOPMENT BASE YEAR 2014 TRAFFIC VOLUMES 9 AND LEVEL OF SERVICE ~ f0 N ~ b O VIO aD Cf h CD h N O OD O ib b r b b l7 iN N m ~ b Y i1~ = Wy m ~ N m~ Hl ~ i r n h N Ir0 ~ r 0 A A ~ b OI A 10 O n 'G m N ~ n j m i N A Y O { F m ~ { i o a ~ Nd ap ¢m U¢mUm wwU ww two ~ww»W maoap ~~m Ua maU ~km m t t t! rl c. m U' •c, ~ 'c~ ' d d m O) O O ~'l Oi0 n aD b 0 t? {W~pp N ~j o o dim t0 O aD ~ o m{t0 m O O O ~ yip ma =N mr m~h(g0 nI0 fgON Nb~~bl7 '~~10 ~~b ~N~n N~IR Nm~'fp N.^'O^ ~ x ~ I ! 3 a ! ! ! ~p am wapWw'p WDUwO wU WW Ip m¢UaU Im U6maU I;m J i ! I {tj U O p fG O iC ~G tG~VI N m C G N Of < t7 ~ !y fV Y Oi Y tG ;1~1 i0 ~O.j O ~ h !tV m ~ N b ~ N ~i•- b Y N b b m 1~ b ! ~ b Pl ~ N ~ N N ~ i H p W a I t N m~~O am U¢mUmim w~UWW3WU ~WW X10 m¢pa0 ~i UamaU ~Im ,f _ W ~ i t L Li Li Gi O } ~ ~ b ~ .,I~' .yy .yy .C d ~ .~9 ~ m m ~ M ~ r m m!N l7 N r fV ' ,t lM 1~ ,k d ~ i{~ b ~ N A r i~~ N fV N tC b d~0 ~ L' L O- N ~ l7 ~ Yf b b N n ~i n N b 10 ! O v> O ~ ~ N N ~ mazxg i a m ! ! a d~ ~ ~ O ¢ m p a p p OIU 0 0 0 U U D U O W ~p m a U a O !m U a m a U ~m m E 1 ! ! c E m ~ m { n~~ m 0 N m ~ N ~ i A N ~ O CpD Ol q N N ~i~ p0 ~ b N m g Y ~Op! i q N N ~ N NY i Q ~ ~ ~ ~ NYrN~`~ t100ON10 ,~O NlN•l ~b ib Nbl7bl7 N~~NN i~ ~ o. r ~ dao am oamUmim woUwp ~wU ~ww ~~p UaUap ~~m papap N ~ J 3 m ~ q~q~~ ~ t t tE ~ t~ J m C7 ' , m c c' O m N 0 q ~ b O fp M ~!b O nl b m r b y m q N b h b r O h yI0 m q O) b ~ N ~ m a~_~ Y! N N N Y!N N O N h~~ ,NO N~ N O N 'ENO m Q ~iN N N 0 b N m r~~xS Y o3 m , m ~ a ! , m m ! m ~p am Oa U?O!U OOUpp pU Om !p Ua060 IU Uam¢U ;m ! I i ~ n q n N N{ ~ N N b N ~ N I p N Y ~ b ~ i 0 N b~ H b A { b n T m 1 1 g b i I ~ M N ~ b G~ N~ i A b h v j O) i' g O N 0 N N i 0 x b ~ ,n N i b ~ b ~ q Ih N N N i t'1 N O ' N Y { m ~ i n a ! i N a Q qq a a a l I LL U! I LL w U LL w~ LL O~ LL LL ~IW - U a U a U ~~m ~ U Q U Q? ~~U } O ~ 1 F L ~ L, L ' p~ L ' _ I C m ~ _ b m ~~p' C i0 N O O N N f0 m ~ m! h 17 b h { b N ~O d~ q O 'o m E Oi : O I { O iQil I n b ~ tbp N~ m N~ H fb0 '~I~Ti N N N'O l7 ~i~ C~~ 0 O N ~i~ y0 L { I a m e ° ~ c ~ o a I ! I I v a p~ a¢ • m I I W W~ I c W W m W U W U ~ W Ip U Q U Q U jm ~ m¢ m¢ U !m w I s ~ ~ z 1 1 $ ~ _ ~ a t ° I$ 13 ~ • ~ - x ~ r t-tU c F x I- t- x ~ f. x ~ ~ F - x ~ H x ~ ~'U f- x x ~ ~ X10 ~ Y J J J f a' J R' I J H~ J F K J 1- ~ H~ J F- ~ J H f- R' J d' i O m m ¦ m m m m m! A m m m m m m m m m m m m i - m m m m ! m m m m m m i p 2 W YZZmW W RZZ Ztq f/1 !q W W W ZZmm YZZmmW W' ATA GU6TIN, T6UT6UMi 6 P660GIgTE6. INC. CIVI~ENGINEER6 6URVEVpR6 IV. FUTURE TRAFFIC PROJECTIONS WITH PROJECT-GENERATED TRAFFIC The development of traffic projections for the Project involves trip generation, trip distribution, and traffic assignment, which were described earlier in this report. Table 8 shows the development schedule for the Project. Table 8 Palamanui Land Use Phase 1 Phase 2 Phase 3 Total Year 2008 Year 2011 Year 2014 I Single-Family (Dwelling Unit) -Rec. Home 125 70 195 Single-Family (Dwelling Unit) -Market 125 70 - 195 Multi-Family (Dwelling Unit) -Condos 120 80 200 Apartment (Dwelling Unit) Incl. Student Housing 175 175 Senior Housing (Dwelling Unit) 80 80 Hotel (Rooms) 120 120 Golf Course (Acres) 180 180 I University Village (Students) 750 1,250 2,000 ~ Medical Offices (Square Feet) 90,000 30,000 120,000 ` Research and Development 20,000 65,000 135,000 220,000 (Gross Floor Area, Square Feet) Commercial (Gross Floor Area, Square Feet) ~ 40,000 115,000 125,000 280,000 i A. Trip Generation Trip rates contained in Trip Generation. 7th Edition, were used to estimate the number of trips generated by the proposed Project. I The Project will also generate trips that are intemal to the development. In addition, the Project has proposed to develop a University Village to support the proposed University of Hawaii West Hawaii campus, located on the adjacent property. The Project is envisioned as a residential community with recreational amenities, a golf course, and commercial facilities that will interact with the development of the adjacent University of Hawaii West Hawaii campus. Information contained in the Trig Generation Handbook, published by ITE, estimates an internal capture rate of 30 percent for similar multi-use developments. As a conservative 37 ATA DUSTIN, TSLITSUMI 6 DSSOCIDTES. INC. CIVIL ENGINEER6 6LNiV EYOP6 estimate, an internal capture rate of approximately 20 percent was used to estimate internal trips for only the dwelling units that are anticipated to be primarily for residential use. This is a conservative estimate of intemal trip capture as internal capture can also be applied to trips attracted by employment centers, golf course and commercial/retail uses. It should be noted that all of the trips for the University of Hawaii West Hawaii Campus are all treated as new trips in the analysis in this Study and provide a conservative projection of Project-generated trips. The Project will include the relocation of the current University of Hawaii West Hawaii Campus, located on Halekii Street approximately 12 miles south of the Queen Kaahumanu Highway/Palani Road intersection. Current fall 2004 enrollment information indicates that there are approximately 460 students at this campus. Therefore, the trips generated by the 460 students represent existing trips already on the roadway network that will be redistributed to the new site from the Halekii Street site to new site northward. For example, existing trips originating from the north will enter the new site without having to cross the congested Queen Kaahumanu Highway/Palani Road intersection. However, conducting a detailed analysis of these redistributed trips is beyond the scope of this Study. Table 9 shows the trip generation rates used for the Project. Table 10 shows the incremental trip generation estimate for each phase of the Project. The trips shown in Table 10 have not been reduced to account for the internal trips. The trips shown in Table 10a account for the reduction due to intemal trips. 38 ATA GIlSTIN. TSUTSUMI 6 PSSOCiPTES, WC GVIL ENGINEERS SURVEYORS Table 9 Trip Generation Rates AM Peak Hour PM Peak Hour of Traffic of Traffic Land Use Daily Trip % Trip (ITE Code) Units Trip Rate Rate Enter Rate Enter SingleFamily-Recreational. Dwelling 3.16 0.16 67% 0.26 41% Home (260) Units Single Family -Market (210) Dwelling g 57 a 25% b 63% Units Apartment Includes Student Dwelling 6.72 c 20% d 65% Housing (220) Unit Residential Dwelling 5.86 a 17% f 67% Condominium/Townhouse (230) Unit Dwelling o ° Elderly Housing-Attached (253) Unit 2.02 0.06 59 /0 0.17 55 /o i Hotel (310) Rooms 8.17 g 61 % 0.59 53% Golf Course (430) Acres 5.04 h 74% i 34% Junior/Community College (540) Students 1.20 j 82% k 64% Medical-Dental Office Building 1,000 sq ft 36.13 2.48 79 3.72 27% ~ (720) GFA Research and Development 1,000 sq ft g.11 I 83% m 15% Center (760) GFA I Shopping Center (820) 1'OOCO s~q' ft' 42.94 n 61% 0 48% KEY: GLA =gross leasable area g. T = EXP(1.24*LN(X}2.00 GFA =gross floor area h. T = EXP(0.63*LN(X)+0.40) sq ft =square feet i. T = 0.13"X+31.30 a. T = 0.7*X+g,43 j. T = EXP(0.64'LN(X)+1.31) b. T = EXP(0.90*LN(X)+0.53) k. T = EXP(0.53*LN(X)+2,26) c. T = 0.497'X+3.73 I. T = EXP(0.88*LN(X)+0.88) d. T = 0.55X+17.65 m. T = EXP(0.83*LN(X)+1.06) e. T = EXP(0.80*LN(X)+0.26) n. T = EXP(0.60"LN(X)+2.29) f. T = EXP(0.82'LN(X)+0.32 0. T = EXP(0.66*LN(X)+3.40) 39 ATA 4USTN, TSUTSUMI 6 PSSOC14TE5, INC. bVIL ENGINEERS $LIRVEYORS Table 10 Project Land Uses and Trip Generation (per ITE) (without Reduction) AM Peak Hour of PM Peak Hour Average Traffic of Traffic No. of Daily Trips Enter Exit Enter Exit Land-Use Designation Units (vpd) (vph) (vph) (vph) (vph) Phasel Single Family -Rec. Home 125 395 13 7 13 20 Single Family -Market 125 1,196 24 73 83 48 Apartment Incl. Student 175 1,183 14 76 76 37 Housing Residential Townhouse 120 844 10 50 47 23 Hotel 120 705 31 20 30 27 Golf Course 180 907 28 10 18 36 UH West Hawaii 750 900 210 46 205 115 Medical Offices 90,000 3,465 175 44 90 244 Research and Development 20,000 271 27 6 5 30 Commercial 40,000 3,782 57 36 165 178 Subtotal - Phase I - 13,648 589 368 732 758 Phase II -Additional Trips Single Family -Rec. Home 70 221 8 3 8 15 Single Family -Market 70 670 12 36 40 24 Residential Townhouse 80 562 5 25 24 12 Senior Housing 80 278 4 2 5 3 UH West Hawaii 1,250 1,500 184 40 140 78 Medical Offices 30,000 1,227 63 16 26 71 Research and Development 65,000 612 73 14 12 68 Commercial 115,000 5,247 67 44 236 257 Subtotal Additional Trips- Phase II - 10,317 416 180 491 528 Phase III -Additional Trips Research and Development 135,000 1,042 131 27 21 118 Commercial 125,000 4,232 53 33 192 207 Subtotal Additional Trips -Phase _ 5,274 184 60 213 325 III Total _ 29,239 1,189 608 1,436 1,611 Phases I through III vpd =vehicles per day vph =vehicles per hour 40 ATA GUSTW, TSUTSLIMI 6 PSSOCmTES, INC. CIVIL ENGINEERS SURVEVpgS Table 10a Project Land Uses and Trip Generation (with Reduction) AM Peak Hour PM Peak Hour No. of of Traffic of Traffic Land-Use Designation Units Enter Exit Enter Exit (vPh) (vPh) (vPh) (~Ph) Phasel Single Family -Rec. Home 125 13 7 13 20 Single Family -Market * 125 19 58 66 38 Apartment (Incl. Student Housing) * 175 11 81 61 30 Residential Townhouse * 120 8 40 38 18 Hotel 120 31 20 30 27 Golf Course 180 28 10 18 36 UH West Hawaii 750 210 46 205 115 Medical Offices 90,000 175 45 90 244 ~ Research and Development 20,000 27 6 5 30 Commercial 40,000 57 36 165 178 Subtotal - Phase I - 579 329 691 736 Phase II (additional trips) Single Family -Rec. Home 70 8 3 8 15 Single Family -Market " 70 10 29 32 19 Residential Townhouse * 80 4 20 19 10 I Senior Housing 80 4 2 5 3 UH West Hawaii 1,250 184 40 140 78 Medical Offices 30,000 63 16 26 71 Research and Development 65,000 73 14 12 68 Commercial 115,000 67 44 236 257 Subtotal -Phase II - 409 167 483 532 Phase III (additional trips) Research and Development 135,000 131 27 21 118 • Commercial 125,000 53 33 192 207 Subtotal -Phase III - 184 60 213 325 Total Phases I through III - 1,172 556 1,387 1,593 vpd =vehicles per day vph =vehicles per hour " =With 20% reduction 41 AI(T PUSTN, TSUTSUM16 n550CIPTES. INC. CIVIL ENGINEERS SURVEYOR6 B. Trip Distribution and Traffic Assignment The Project traffic was distributed onto the existing roadway network based on field observations and existing peak hour turning movement volumes. The trip distribution percentages are shown in Table 11. Figures 10, 11, and 12 shows the Project traffic assignment for Phases I through III. Table 11 Trip Distribution Factors Direction (to/from) Factor North of Project Site 5% using Mamalahoa Highway South of Project Site 10% using Mamalahoa Highway North of Project Site 35% using Queen Kaahumanu Highway South of Project Site 50% using Queen Kaahumanu Highway Total 100% C. Project Roadways and Access As described earlier in this Report, mauka access to the Project site will utilize the existing Makalei Estates roadway until a new roadway connection is constructed north of Makalei Access Road in Phase II. In addition, a new north- south roadway from Kaiminani Drive ("Main Street") will be constructed with Phase I of Project and will provide a parallel two-lane roadway to Queen Kaahumanu Highway from the Project site to Kaiminani Drive. Access on Queen Kaahumanu Highway will be provided by one of two alternative connections; The first alternative access scenario (Northern Project Access Road) will have the Project access road intersect Queen Kaahumanu Highway at its property frontage north of the Keahole Airport intersection; The second alternative access (Airport Access Road Alternative) will construct the Project access road directly across from Keahole Airport Road at its intersection with Queen Kaahumanu Highway, forming the fourth leg of this intersection. 42 ao) _ r ~ ~ am NOR~r r Jao(JO) ~ Jan) x ~ g ~ =zap) r ss(ec) 1 ~ ~ r ac) NCT TC SCALE ,a,s) ~ ~ ,as) ~ ~ ! r $ 6s sbo) c ,a.,i-~ ,a,s) z a x m(m)~ Rya i i ~ k ~ ~MFUAN e ~ ~ Mnn,AWa" ~ O~ I ~'0 1NK4iE1 ESTArrS 1NK~Lp ACCESS RCNG' S I I ~ I fig J~ Wim)~ ,y ~ r ~ I ~ W& I ~ ~ ' ZaM) ~ ro(u~ RdN INIERNATI NPFgR ~ ,}5(215) ~ R ~ r ao1 LEGEND ~ ~ ~ o~JO°~ ~ ~ aaual - aE~ Noun t _ _ of TRArFIC wLUUEs ,Jamt ,a,m„ " ~ ~ - PRa~ECS srtE ao) AT^ AUSTIN, TSUTSUMI & ASSOCIATES, INC. FIGURE PA~.I~AHVI ENGINEERS,SURVEYORS NONOIUL'U,NAWAII DEVELOPMENT PROJECT GENERATED TRAFFIC YEAR 2008 10 PHASEI n,E vv„, xUmgnS-amm,\ry,•\q~o-rti~ w~ mmws rtm art: os m. zoos ~ ,<m.,) ray t _f ~ ti r 5 F I s • ~ ~ am Nor ro scscE e~ooo) ti ~ x = i p~ MNUNtw+oa Herr ,MUN.N,w P,~ a*" A:CEA ROM1O' t F~~ ~i ~ ~ Wrro), ~ tr '~+oRmuw v,+acn p~,~~ ~cccss rton• Mwr W O C t u(o) a i~ ua~z9) Krnn »flrwun J l NRPORf aoJ ~ ,w(w) # a .-.oz(w0 LEGEND ~ ~ ~ w) r ato) - ,w(PU) PEN( Noun ~ ti ~ ) OF 7R~FFlC WLUMES ~ r I ® -PROJECT SITE ao).... $(w)ti x ~ ATA AUSTIN, TSUTSUMI & ASSOCIATES. INC. FIGURE PAIAM?,NUI ENGINEERS,SURVEYOR$ NONOLULU,HAWAII DEVELOPMENT PROJECT GENERATED TRAFRC YEAR 2011 '1'' PHASE I AND II fllF Pglt FWAn0.}mpLp,Vys~l911-„pM 4vlf At1IR ROf GlC Ds W. lYM ~-qo) .-rsK+pl ~rWrs) tys) NOR~F/ r ioKrs> rIXo> r rUta) 5's ~-xxxn jr ~ 1 I ~ r xa} ~ NOT FO SCALE ~ r ~ r ~ r IX.,. , ao} ~ a aspen-+ ~ ~ al,aa} s~ scm~ -r ~ . ~ oe;+mi1 x ~ qo} -ti olo) ~ sb(~~ ~ ~ t 90(tmI ti $ XX ~ 1.1Pw""_. A4" l~' MAMALAViOA HWY ~~~~~yp~ ~,~1~ ~y9 ~O / 1on,® CP gg A f P r~ s 6 > > ~'r~)1 MdtfMEAN Ppp1ER y~ MCE55 ROM' ~ ug t55(f0) w ~ E » ~+Xarn ~ t qo} ~ .n(w}+ ~d $ ~.e,tmn LEGEND ~ ~a'~n r a0} tt(tt) - ~I~iRi~flca Mvow~Es t p~ ~ ~ / fiiw - PROTECT SITE an ~ b(~Z ~ i ATA AUSTIN, TSUTSUMI & ASSOCIATES, INC. FIGURE HILUHILU ENGINEERS,SURVEYORS NONOLULU,NAWAII DEVELOPMENT PROJECT GENERATED TRAFRC YEAR 2014 1Z PHASE I, II, AND III rat !vie x~mmmrMV+von+~id 6.n, mr..., nnr oue ~ m mu ATA AUSTIN. TSUTSUMI 6 ASSOGIpTES, ING CIVIL ENGINEER6 6lJPVEYOR6 V. FUTURE TRAFFIC CONDITIONS WITH PROJECT-GENERATED TRAFFIC WITH THE NORTHERN PROJECT ACCESS ONLY Project-generated traffic was added to base year traffic volumes for each of the three phases of development. A. Phase I -Year 2008 Traffic Operations With Project-Generated Traffic 1. Year 2008 Traffic Condition Analysis Queen Kaahumanu HiQhwav/Northern Proiect Access Road The Queen Kaahumanu Highway/Northern Project Access Road intersection will likely warrant the installation of a traffic signal system with the following intersection requirements. • Northbound approach - an exclusive right-tum deceleration lane. • Southbound approach - an exclusive left-turn lane. • Westbound approach - an exclusive left-turn lane and an exclusive right-turn lane. With the traffic signal system and the lane configurations described above, the intersection will operate overall at LOS B during the AM peak hour of traffic and at LOS D during the PM peak hour of traffic. Queen Kaahumanu Highway is assumed to be widened to a four-lane highway between Henry Street and Kealakehe Parkway. Queen Kaahumanu Hiahwav/Palani Road The study analysis is based on the widened Queen Kaahumanu Highway through this intersection. The Queen Kaahumanu Highway/Palani Road intersection will operate overall at LOS D during the AM peak hour of traffic and at LOS E during the PM peak hour of traffic. 46 ATA CUSTIN. T6UTSUMI 6 GSSOCInTES. INC. CIVIL ENGINEERS $URVE~'GR$ The Queen Kaahumanu Highway northbound and southbound left-tum traffic will operate at LOS E during the AM peak hour of traffic and at LOS F during the PM peak hour of traffic. The Palani Road eastbound and westbound left-tum traffic will operate at LOS E during the AM peak hour of traffic and at LOS F during the PM peak hour of traffic. The Palani Road westbound through traffic will operate at LOS E during the AM and PM peak hours of traffic. The Palani Road northbound through traffic will operate at LOS E during the AM and PM peak hours of traffic. Queen Kaahumanu Hiahwav/Kaiminani Drive f The Queen Kaahumanu Highway/Kaiminani Drive intersection will operate overall at LOS D during the AM and PM i peak hours of traffic. However, this intersection wit{ approach the capacity of a single through lane in each direction as the southbound left-turns and the westbound left-turns will operate at LOS E during the AM and PM peak hours of traffic. The northbound through traffic will operate at LOS D and LOS E during ~ the AM and PM peak hours of traffic, respectively. r Accommodating through volumes exceeding 1,000 vehicles per hour on Queen Kaahumanu Highway will require allocating the majority of green time to the Queen Kaahumanu Highway approaches resulting in longer delays for the left-turns from the highway and from the side street during the AM and PM I ` peak hours of traffic. Traffic in the northbound Queen Kaahumanu I Highway through lanes will also experience longer delays as this I volume is projected at over 1,000 vehicles during the PM peak hour of traffic. Queen Kaahumanu Hiahwav/Keahole Airport Road The Queen Kaahumanu HighwaylKeahole Airport Road intersection will operate overall at LOS B and at LOS D during the AM and PM peak hours of traffic, respectively. Although the Queen Kaahumanu Highway/Keahole Airport Road intersection 47 ATA AUSTIN, TSIJTSUMI 6 PSSOCIPTES, INC. CI VII ENGINEER6 6UR VE VGRS will operate overall at LOS D during the PM peak hour of traffic, this intersection will approach the capacity of a single through lane in each direction. The northbound left-turn traffic and the eastbound left-turn traffic will operate at LOS C during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. The southbound through will operate at LOS B during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. Accommodating through volumes exceeding 1,000 vehicles per hour on Queen Kaahumanu Highway will require allocating the majority of green time to the Queen Kaahumanu Highway approaches resulting in longer delays for the left-turns from the Highway and from the side street during the PM peak hour of traffic. Traffic in the southbound Queen Kaahumanu Highway through lanes will also experience longer delays as this volume is projected at over 1,200 vehicles during the PM peak hour of traffic. 2. Year 2008 Recommended Improvements As mentioned earlier, up to 60 percent of the 750 students projected for the West Hawaii Campus represent a redistribution of existing trips on the roadway network, which are not directly accounted for in the assignment of Project-generated traffic for Year 2008. The construction of the north-south connector roadway, Main Street, from the Project site to Kaiminani Drive will provide an alternate route to Queen Kaahumanu Highway for Project- generated traffic. However, the analysis of conditions in Year 2008 indicate that the Queen Kaahumanu Highway widening will need to be continued north beyond Kealakehe Parkway in the time period near or beyond Year 2008. In addition, other north-south roadways or the continuation of Main Street are also likely to be required to accommodate the regional north-south traffic demands in the area. 48 ~T~ AUSTIN. TSUTSUMI 6 ASSOCIATES, INC. CNIL ENGINEERS SVRVEVORS Queen Kaahumanu Hiohwav/Palani Road The addition of an eastbound double left-tum lane on Palani Road would improve individual turn movements at this intersection to operate at LOS E or better. The Queen Kaahumanu Highway/Palani Road intersection will operate overall ~ at LOS D during the AM peak hour of traffic and at LOS E during the PM peak hour of traffic. Figure 13 shows the traffic volumes and LOS for Year ~I 2008 with Project-generated traffic and recommended improvements. The study intersections LOS for Future Year 2008 j conditions with Project-generated traffic are summarized in Table 12. f t I 49 sW:m) o ~ . m» A`aP~ ( ~ ! ` ~ NOT TO SCALE I cR , { c~ a.m ~ ~ I „a,>3) 1 t ~ ~i '"A"uuti .HOr. A,~ .d" WXIhE! ESGTES 'NAK4FJ ACCESS Row' 9 ff f ~ j 4YJI~a''~)~. ' Ayr~pl ~ ~ _~µa ~ ~ 1 Y ~ ~dN~' 'NCRRiERN PRO1ECf ACCESS Rpw' '~~/I 4 g Nora iNiERNAr~ ""tPORf _ LEGEND R £ Wmo~(s,o) - NA(PM) PFAN HOUR ~ ~ OF TRAFFIC YOLIRAES J l n~ ~ ~ sxxu~L® INTERSECnoN ~ ' W~)~ Au/PU Los \ sw(iz,o}-+ O - UNSK7NUZED x1fERSECIION a z Au!PU Los - x(x} Au(PU) Los ~F txawo) rzn(,u) " naerq V ~ - PROJECL SIiE t ~ ep ,igry).s ~ j' NO'E ALL WHU46 ARE ROUNDED TO 50p~10Dp)-' m(,iss)-~ 8 ~ THE NEAREST 5 VEFIICLES «K~)ti ~ ~ ATA AUSTIN, TSUTSUMI & ASSOCIATES. INC. FIGURE PALAMANUI ENGINEERS,SURJEYORS HONOLULU.HAWAII DEVELOPMENT ~ YEAR ~ 13 APD LEVY OF S~iVICE WI1H NORI}~iN PROJECT ACCESS OPLY rAE rmt z\~d~cm,Y~P+~~~c,~we.. re ~<w nm or,[ os m. mu Table 12 Future Year 2008 with Phase I Project with Northern Project Access Only Level of Service Summary Base Year 2008 Future Year 2008 FuWro Vear 2008 WNhoul Project-Generated Traffic WM Phase I ProjeG-Generated Traffic WiM Phase 1Project-Generated Traffic Wdh MNigative Measues With MNigaOve Measures AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Dela s LOS Dela s LOS Dela s LOS Dela s LOS Dela s LOS Dela s "Makalei Ae ess R ad"IMamalahos HI NB LT A 7.9 A 7.8 A 8.2 A 8.1 - - - - EB LT/RT B 11.1 B 11.0 B 13.0 B 14.1 - - - - Kaiminani DrlvelMamalahoa HI NB LT D 50.8 C 24.2 D 44.5 D 36.3 - - - - NB TH A 2.0 A 4.8 A 1.9 A 5.5 - - - - SB RTlrH C 23.6 B 15.1 D 40.9 B 18.0 - - - - EB LT D 53.3 C 26.2 C 34.4 C 28.5 - - - - EB RT ~ D 45.1 B 15.1 C 30.5 _ B 19.4 - - - Oveiall C 24.8 B 12.7 C 31.3 8 16.7 - - - - Palani Roadl ueen K»huma H NB LT D 53.8 E 652 E 89.5 F 99.7 E 82.9 E 83.9 NB TH D 47.3 D 48.1 E 56.9 E 62.0 D 43.1 D 54.4 NB RT C 22.5 C 22.0 C 24.4 C 22.1 C 20.4 B 17.8 SB LT D 52.8 E 60.8 E 71.7 F 113.5 E 64.0 E 88.3 SB TH D 35.1 D 53.3 D 36.2 E 62.0 C 31.6 D 54.4 SB RT free ~ htdum Tree M-tum treed ht-Wm EB LT D 53.8 E 57.9 E 72.3 F 94.8 E 67.1 E 69.4 EB TH C 26.4 C 32.5 C 29.8 D 38.9 D 38.4 E 56.7 EB RT free ' M-Wm Tree ' M-tum freed ht-tum LT D 54.9 E 84.2 E 69.2 F 117.1 E 87.0 E 62.7 TH D 49.2 E 58.6 E 64.8 E 78.5 E 55.9 E 63.2 WB RT free M-tum free ' Mdum freed M-Wm Overall D 44.8 D 51.8 D 59.7 E 70.3 D 48.2 4 E 57.9 Kaiminanl D humenu HI h NB TH C 23.7 C 27.5 D 47.5 E• 73.7 - - - - NB RT A 1.8 A 5.9 A 1.0 A 8.9 - - - - SB LT D 53.7 C 31.9 E 78.3 E 79.7 - - - - SB TH A 8.0 A 8.4 A 9.5 C 26.8 - - - - LT D 49.5 D 36.9 E 85.3 E 75.7 - - - - WB RT free ' M-Wm free ' M-tum _ _ _ _ OvereB C 22.4 B 17.9 D 37.2 D 48.8 - - - - KsahoN AI Roa uae Kaahumanu HI NB lT C 20.8 D 52.2 C 27.2 E 73.8 - - - - NB TH A 3.9 A 3.3 A 5.9 A 4.2 - - - - SB TH 8 18.9 D 44.1 B 19.8 E• 79.6 - - - - 36 RT A 8.5 A 3.2 A 8.0 A 2.6 - - - - EB LT C 28.1 D 54.2 C 32.0 E 72.1 - - - - EB RT Treed htium _ free ' hl-tum - - _ - - Overaa B 12.2 C 92.4 B 13.8 D 51.1 - - - - Northsm Pro sct A ass u Kaahumanu HI NB TH C 29.1 D 48.7 - - - - NB RT - - - A 3.7 A 7.0 - - - - SB LT - - - D 35.2 D 52.7 - - - - SB TH - - - A 5.2 D 43.2 - - - - LT - - C 27.5 D 46.8 - - - - BRT - - _B _14.3 C _20.5 - - - Overell B 13.5 D 39.0 - - - - Maln 3 Iminanl Drive SB LTIRT B 14.3 C 22.1 - - - - EB LT - - - A 8.6 A 7.9 - - - - • = overcapaGry condNions A~/ 4USTIN. TSUTSUMI 6 PSSOCInTES. INC 'CIVIL ENGINEERS ~ SLIPVEVGRS B. Phase II -Year 2011 Traffic Operations With Project-Generated Traffic 1. Year 2011 Traffic Condition Analysis The analysis of conditions for Year 2011 assumes that the widening of Queen Kaahumanu Highway to four (4) lanes will be extended from Kealakehe Parkway to the Northern Project Access Road within this timeframe. In addition, double left-tum lanes on the eastbound Palani Road approach to Queen Kaahumanu Highway were assumed to be constructed by Year 2011. Northern Proiect Access Road/Queen Kaahumanu Highway The intersection lane configuration will be similar to Year 2008 except for the westbound approach. The Northern Project Access Road westbound approach is projected to have a left-turn demand of approximately 525 vehicles during the PM peak hour of traffic and will require two (2) exclusive left-turn lanes and an exclusive right-turn lane to accommodate the projected demand. With the above improvement, traffic at the intersection will operate at LOS D or better during the AM and PM peak hours of traffic. Mamalahoa Hiahwav/Proiect Access Road As previously mentioned, direct access to the Project site will be provided off of Mamalahoa Highway north of Makalei Access Road. An exclusive northbound left-turn lane on Mamalahoa Highway should be provided. The eastbound Project Access Road approach will be a single- lane shared approach. With the above lane configuration, traffic at the intersection will operate at LOS D or better during the AM and PM peak hours of traffic. Traffic at the study intersections will operate overall at LOS D or better, except at the following locations: Queen Kaahumanu HiohwavlPalani Road The Queen Kaahumanu Highway northbound and southbound left- turn traffic will operate at LOS E during the AM peak hour of traffic and LOS F during the PM peak hour of traffic. The Queen Kaahumanu 52 ATi1 4USTIN, TSUTSUMI 6 CS60CIGTE6. INC. CIVIL ENGNEERB SURVE VCR6 ' Highway southbound through traffic will operate at LOS C during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. The ' Palani Road eastbound and westbound left-tum traffic will operate at LOS E during the AM peak hour of traffic and LOS F during the PM peak i hour of traffic. The Palani Road westbound through traffic will operate at LOS E li during the AM peak hour of traffic and LOS F during the PM peak hour of traffic. Overall, traffic at the intersection will remain at LOS D during the I AM peak hour of traffic, and will operate at LOS E during the PM peak hour of traffic. ~ Mamalahoa Hiohwav/Kaiminani Drive The Mamalahoa Highway northbound left-turn traffic will operate at LOS E during the AM peak hour of traffic and at LOS C during the PM ~ peak hour of traffic. The Kaiminani Drive eastbound left-turn traffic and j right-turn traffic will operate at LOS E during the AM peak hour of traffic and at LOS C during the PM peak hour of traffic. Overall, traffic at the I intersection will operate at LOS C during the AM peak hour of traffic and LOS B during the PM peak hour of traffic. 2. Year 2011 Recommended Improvements Queen Kaahumanu Hiohwav/Palani Road A solution to mitigate over capacity conditions for Queen Kaahumanu Highway southbound traffic would be the construction of the proposed north-south roadways in the area north of Kailua-Kona, such as the Henry Street Extension and Kealakaa/Kealakehe Extension, as recommended in the HLRLTP and the Keahole to Honaunau Reoional Circulation Plan. However, as stated earlier, vehicle diversion data with the proposed north-south roadways is not documented in published sources. Nevertheless, should such data be analyzed, it would be beyond the scope of this traffic study. Therefore, the construction of the north-south roadways in the area north of Kailua-Kona is assumed to be completed by others and will not be considered by this traffic study. 53 ATA 4UST~N T6UTSLJMI 6 4550CIgTES, INC. CIVIL FNGINFER6 SURVEYORS Figure 14 shows the traffic volumes and LOS for Year 2011 with Project-generated traffic. The results of the intersection analyses for traffic conditions resulting from Phase I and Phase II development are in Table 13. C. Phase III- Year 2014 Traffic Operations With Project-Generated Traffic 1. Year 2014 Traffic Condition Analysis Traffic analysis for build-out Year 2014, assumes that the Queen Kaahumanu Highway is widened to four-lanes from Henry Street to the Northern Project Access Road intersection, and specific intersection improvements recommended for Year 2011 are improvements and implemented. Queen Kaahumanu Hiohwav/Palani Road The Queen Kaahumanu Highway northbound and southbound left-turn traffic will operate at LOS E during the AM peak hour of traffic and LOS F during the PM peak hour of traffic. The Queen Kaahumanu Highway northbound through traffic will operate at LOS E during the AM peak hour of traffic and LOS D during the PM peak hour of traffic. The Queen Kaahumanu Highway southbound through traffic will operate at LOS C during the AM peak hour of traffic and at LOS F during the PM peak hour of traffic. The Palani Road eastbound left-turn traffic will operate at LOS F during the AM and PM peak hours of traffic. The Palani Road eastbound through traffic will operate at LOS D during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. The Palani Road westbound left-tum and through traffic will operate at LOS E during the AM peak hour of traffic and will operate at LOS F during the PM peak hour of traffic. Overall, the intersection will operate at LOS E during the AM peak hour of traffic and LOS F during the PM peak hour of traffic. Queen Kaahumanu Highway/Kaiminani Drive The Kaiminani Drive westbound left-turn traffic will operate at LOS D during the AM peak hour of traffic and at LOS E during the PM peak hour of traffic. The Queen Kaahumanu Highway southbound left- turn traffic will operate at LOS D during the AM peak hour of traffic and at 54 ETA AUSTIN. TSUTSUMI 6 ASSaC1ATE5, ANC. GIVI~ENGNEERS 6V RVEVOR3 LOS E during the PM peak hour of traffic. Overall, the intersection will operate at LOS D during the AM peak hour of traffic and LOS C during the PM peak hour of traffic. Queen Kaahumanu Hiohwav/Keahole Airport Road The Queen Kaahumanu Highway northbound left-turn traffic and the Keahole Airport Road eastbound left-turn traffic will operate at LOS C during the AM peak hour of traffic and at LOS E during the PM peak hour of traffic. Overall, the intersection will operate at LOS B during the AM peak hour of traffic and LOS C during the PM peak hour of traffic. Mamalahoa Hiohwav/Kaiminani Drive The Mamalahoa Highway southbound through and right-turn traffic will operate at LOS E during the AM peak hour of traffic and LOS C during the PM peak hour of traffic. The Mamalahoa Highway northbound left-turn traffic will operate at LOS E during the AM peak hour of traffic and LOS C during the PM peak hour of traffic. The Kaiminani Drive eastbound left-tum and right-turn traffic will operate at LOS E during the AM peak hour of traffic and operate at LOS C during the PM peak hour of traffic. Overall, the intersection will operate at LOS D during the AM peak hour of traffic and remain at LOS B during the PM peak hour of traffic. However, as delays increase at this intersection, drivers will divert (approximately 10 percent is required during the AM peak hour of traffic) onto less constrained roadways such as Queen Kaahumanu Highway. Proiect Access Road/MamalahoaAccess Road/Mamalahoa Hiohwav The Project Access Road eastbound left-tum and right-turn traffic will operate at LOS C during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. 55 .-I(mo) ~s,5(al0) ~-'.AXNOi $F.-, t~]G) ~Q~'/ c-,u(,w) ~ ~+ass)}NN ~ r,sspa) X8 ,xf(,z,s) ~ ~ ,ospss) f + 4 NOT TC SCALE ~ ti ~ r ti r D/E . D,s:7re3-- 2 R sss;Der, ~ ~ ~ / , :o.am) ° ~ ! ,cs(,n) ~ 1ST ~ ) °ass''~ ~ ~s a,°)„ ~ ~ / 90(s)~ ~ 3C~ s,a,sw)+ q^ zso(as) ~ ~ S yAiAALAHOA HWY NJ~u~A YYY Fy. ~ I J ~ I I ACCESS ROAD' I .o _ ~ n^ 8 3 ffi J{ ~RDRRIERN ]ROJECT Y ACCESS ROAD ~EA LI~ N 2 z RpNA urtERRAr~ ,uRRDRr LEGEND S a ~-,ma„~ ~ 1 4 yc ' - SIGNALIZED INTERSECTION ~ AyjPY LDS y~~, \ ss(xcs, ~ O - UNSK7iM1ZFD INIERSECTId7 J]Y.,545)+ ti~ss(sesl „S9(,WSi AN%RI Las - X(X) Ay(~ ~S ~ ~ ` mD(~S) r I~s(,ss) 7~. _ FR0.1ECi SIiE s/c I e/c ~i~~)-. ~ S r NOTE: AlL VOlW6 ARE ROUNOELl Tb ~ ~t°10)" A ~ TXE NEAREST 5 VEHICIEs ATA AUSTIN. TSUTSUMI & ASSOCIATES. INC. FIGURE PALAMANUI ENC)NEERS,SURVEYORS HONOLULU,HAWAII DEVELOPMENT ~ YEAR 14 APD LEVY OF 36i1ACE WRF1 NORT}6,r1 PRO.~CT ACCESS ROAD Table 13 Future Year 2011 with Phase 1 and Phase II Project with Northern Project Access Ony Level of Service Summary Base Year 2011 Future Year 2011 Without Projed~aenerated Traffic With Phase 18 II Project-Generated Traffic With Mitigative Measures AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Dela s LOS Dela s LOS Dela s LOS Dela s Pro ect Access Road/Mamalahoa Hi hwa NB - A 8.8 A 8.6 EB LTlRT C 19.2 D 28.1 "Makalei Acc ss Road" IMamalahoa Hi hwa NB LT A 8.0 A 8.0 A 8.2 A 8.4 EB LT/RT B 11.9 8 11.4 B 13.4 B 13.9 Kaiminani DrivelMamalahoa Hi hwa NB LT D 52.7 C 26.5 E 59.9 C 32.6 NBTH A 1.9 A 5.4 A 1.7 A 6.6 SB RT/TH D 37.1 B 16.1 D 38.8 C 23.7 ~ EB LT D 54.6 C 26.2 E 64.3 C 31.8 EB RT _ D 48.6 B 16.1 E _68,1_-- C 20.2 Overall C 32.3 8 13.3 C 33.9 B 1Z6 Palani Roa een Kaahumanu Hi hwa ~ NB LT D 53.8 E 65.2 E 75.4 F 116.7 NBTH D 52.7 D 48.7 D 51.1 D 46.1 NB RT C 21.3 C 20.8 B 18.3 B 15.9 SB LT D 52.8 E 60.8 E 75.4 F' 133.4 SB TH C 34.1 E 55.7 C 29.2 E 63.2 SB RT free ri ht-turn free ri ht-tum 1 EB LT D 53.6 E 69.2 E 76.9 F 97.8 EB TH C 27.9 C 34.4 D 37.1 D 52.0 EB RT free ri ht-turn free ri ht-turn B LT D 54.9 E 73.6 E 71.1 F 123.2 B TH E 55.4 E 61.2 E 65.0 F' 104.6 B RT free ri ht-turn free ri ht-turn ~ Overall D 47.5 D 54.5 D 51.6 E 70.3 ~ Kaiminani Drive ueen Kaahumanu Hf hwa NBTH B 15.2 B 12.7 D 39.2 D 44.6 NB RT A 1.6 A 5.4 A 3.3 B 10.3 f SB LT D 53.7 O 39.8 D 53.8 D 51.1 SB TH A 7 A 3.4 B 11.7 B 13.0 B LT D 47.4 D 36.9 D 48.0 D 52.3 WB RT free ri ht-turn _ free ri ht-turn Overall B 17.1 B - 12.1 C 30.9 C 28.4 Keahole Ai ort Road/ ueen Kaahumanu Hi hwa NB LT C 22.6 C 26.5 B 20.0 D 43.8 i NBTH A 2.9 A 3.0 A 3.8 A 4.1 SB TH B 13.6 B 14.8 B 19.5 C 27.7 i SB RT A 6.0 A 3.2 A B.5 A 2.5 EB LT C 26.1 C 27.1 C 29.3 D 42.8 EB RT tree ri ht-turn free ri ht-turn Overall B 10.2 B 12.4 B~ 11.1 C 20.1 Northern Pro ed Access Road/ ueen Kaahumanu Hi hwa NBTH - - - B 19.9 C 28.3 NBRT - B 10.2 B 11.2 SB LT C 22.9 C 28.1 SB TH A 3.2 A 8.4 B LT - C 29.1 ~C 28.9 ~ B RT B 10.5 A 8.7 Overall - - B 14.6 B 17.2 Main Streef/Kaiminani Drive SB LT/RT B 13.5 B 12.3 EB LT - - A 8.5 A 7.8 • = overcapadty conditions ATA CU3TN, TSUTSUMI 6 A560GPTE5, INC. CIVIL ENGINEERS 6VRVEVORS 2. Year 2014 Recommended Improvements Queen Kaahumanu Hi hwa /Palani Road The traffic volumes will exceed the capacity of the highway at this intersection. Additional capacity on Queen Kaahumanu Highway would require widening Queen Kaahumanu Highway to a six-lane highway. However, widening of Queen Kaahumanu Highway to a six-lane highway is not on the recommended plan in the HLRLTP and, therefore, not recommended in this traffic study. The alternative to widening Queen Kaahumanu Highway is to construct the proposed north-south roadways in the area north of Kailua- Kona, such as the Henry Street Extension and Kealakaa/Kealakehe Extension, which are recommended in the Keahole to Honaunau Regional Circulation Plan and the HLRLTP. However, as stated earlier, vehicle diversion data with the proposed north-south roadways is not documented in published sources. Nevertheless, should such data be analyzed, it would be beyond the scope of this traffic study. Therefore, the construction of the north-south roadways in the area north of Kailua- Kona is assumed to be completed by others and will not be considered by this traffic study. Mamalahoa Highway Additional capacity on Mamalahoa Highway could be obtained by widening the highway from atwo-lane highway to a four-lane highway. However, the widening of Mamalahoa Highway would be difficult because of existing development adjacent to the highway and the steep terrain. Asa result, the widening of Mamalahoa Highway from atwo-lane highway to a four-lane highway is not recommended by this traffic study and is also not on the recommended plan in the HLRLTP. Figure 15 shows the traffic volumes and LOS for Year 2014 with Project-generated traffic. The intersection LOS resulting from the Project are summarized in Table 14. 58 .-SasOwa ~~ssHss} ~ ^ NGRT}f + r zqua ~ 3 = ~ ~ ~~a rtss(In,}+i~ ~ }k`a /fir +asc+ssa ~g% um(uw} o/s' F-~ ,1 ~ ~ +~tm~ i NOT ?0 SCRtE ~ r I ~ r ~ - i ; ~ ~`n~3f'.a~ + $ S al~~;'-" ~5, t2t0(lf0}..a _ ~ / I~'tn} J 1 4 s \tmitm:'t I ` Xxa„ ~ °°(~°)ti mo(ts+s)+ I ~ / ~ I ~ ~ / m ~ a~ ~ ¢a+ MAAIALkNOA HN^' `WxME! I ~ 1 ICCE55 RaJ' q ,g ` ~ I i Mc){ 4'Ai,s , ? I k~ tl'" I 'RORrHeRH RROeec. a j ~cecss Rao' i W~ Korn IRfERRRArI 'VRfORf LEGEND ~ ~ ~~3 mss} Y/(!t) - ~«rni~ ic~w~uues x/ - slcrw.azm rcnERSECnoN u~/ru cos F, ¢:,tsmaa-+ ) ~ - UNSIGNNl2FD INic725ECT10N ~ e '~ux.m} ~ ~ uwc,rea nN/~ ~ - x(x) aqw) cos / a-X' ~ slq~a \ i r s~s(,SSa T~ _ PROJEr; STE r 1 ) e :~(•+s)1~`I ~ 1 r 1 NOTE ALL Y~tIMES ARE RWNDc2` i0 szx,~-. i Jt5(t93}+ j R 11iE NEIRESi 5 VENIGL~'S ATA AUSTIN, TSUTSUMI & ASSOCIATES, INC. FIGURE PALAMANUI ENGINEERS,SURJEYORS HONGLuiU,tlAWAli DEVELOPMENT ~+E BAR 2~ Yates 15 M® LEVEL OF SERVICE WIT}i NOR7}E~1 PROJECT ACCESS ROAD Table 14 Future Year 2014 vrith Phase I, II, and III Project with Northam Project Access Ony Level of Service Summary Base Year 2014 Future Year 2014 Without Projec[-Generated Traffic With Phase 1, II, and ill With Mi' alive Measures Pro'ecl~enerated Traffic AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Dela s LOS Dela s LOS Dela s LOS Dela s Pro act Access RoadlMamalahoa Hi hwa NB A 9.1 A 9.0 EB LT/RT - C 21.2 E 49.8 "Makaki Acc Road"/Mamalahoa HI hwa NB LT A 8.2 A 8.1 A 8.4 A 8.4 EB LT/RT B 12.9 B 12.6 C 15.1 C 15.3 Kaiminani DrivelMamalahoa Hi hv2 NB LT E 62.4 C 29.3 E 68.0 C 31.1 NB TH A 1.4 A 6.1 A 1.6 A 8.5 SB RTlTH D' 52.4 B 18.5 E• 70.6 C 24.3 EB LT E 69.3 C 31.0 E 69.3 C 34.5 EB RT _ E 74.0 _ 8 194 E 77.0 C 26.5 _ Overall D 44.4 ' B 15.0 D 52.8 B 19.0 Pala i Road/ ueen Kaahumanu Hi hwa NB LT E 69.5 E 71.8 E 75.4 F' 139.8 NB TH D 52.8 E 58.3 E• 64.7 D 51.6 NB RT C 22.6 C 22.7 B 17.3 B 13.6 SB LT E 67.4 E 67.8 E 75.4 F• 158.7 SB TH D. 35.3 E 70.7 C 28.8 F• 89.3 SB RT free ri hl-tum free ri hl-tum EB LT E 66.8 E 74.2 F 80.7 F' 116.6 EB TH C 31.8 D 40.4 D 36.6 E 61.0 EB RT free ri ht-tum free ' ht-tum B LT E 67.0 E 78.8 E 71.7 F• 157.0 TH E 61.0 E 72.0 E 70.3 F• 737.4 B RT free ' ht-tum free ' ht-tum Overall D 51.1 E 64.6 E 58.0 F 86.8 Kafminani Drive ueen Kaahumanu Hi hwa NB 7H B 17.6 B 19.6 D 47.3 D 42.7 - NB RT A 2.0 A 7.7 A 3.7 A 8.7 SB LT C 30.8 D 50.5 D 54.7 E 59.6 SE TH A 7.t A 4.5 B 11.2 B 14.2 B LT C 25.0 D 52.3 D 54.1 E 63.5 RT _ free_r_i ht-t_um _ free ~ ht-tum Overall B 14.8 B 16.2 O 95.6' C 29.2 Keahole Ai ort Road/ ueen Kaahumanu Hi hvn NB LT C 22.6 C 30.2 C 22.3- E 68.6 NB TH A 3.0 A 2.8 A 4.8 A 5.1 SB TH B 14.0 B 15.7 B 19.7 D 38.0 SB RT A 6.0 A 2.8 A 7.5 A 2.9 EB LT C 26.1 C 31.4 C 29.3 E 67.8 EB RT _ free ' ht-tum tree ' ht-tum Overall B 10.1 8 12.7 5~ 11.8 C~ 27.8 Northam Pro act Access Road/ ueen Kaahumanu Hi hvva NB TH C 22.2 D 51.4 NB RT B 12.7 C 20.9 SB LT C 25.1 D 51.5 SB TH A 2.9 B 16.1 B LT C 31.6 D 52.2 BRT - - - - B _ _10.7 B 15.1 Overall ~ B' ' 16.4 C 31.9 Main S1reat/Kaiminani Drive SB LT/RT B 13.0 C 21.9 EBLT ' A 8.6 A" 7.8 • = overcapadty conditions AT/ AUSTIN. TSUTSUMI 6 4550CIATES, INC. f/•1 CIVII ENGINEERS SVRVEYOR9 VI. FUTURE TRAFFIC CONDITIONS WITH PROJECT-GENERATED TRAFFIC WITH ACCESS AT THE EXISTING KEAHOLE AIRPORT INTERSECTIONS An alternative to the Northern Project Access Road from Queen Kaahumanu Highway is also under consideration. This access road to the project site would form the fourth leg to the existing Keahole Airport Road on Queen Kaahumanu Highway, and traverse lands owned by the State and the Department of Hawaiian Home Lands. The accompanying exhibits and tables basically show the operating conditions for the base years at the Airport Access Road intersection, white the operating conditions of the other study intersections are not significantly affected and remain as computed earlier for the Northern Project Access Road. A. Phase I -Year 2008 Traffic Operations With Project-Generated Traffic Year 2008 Traffic Condition Analysis i As previously mentioned, only the segment of Queen Kaahumanu Highway i from Henry Street to Kealakehe Parkway will be widened from a two-lane highway to I a four-lane highway by Year 2008. Therefore, Queen Kaahumanu Highway was assumed to be a two-lane highway through the Keahole Airport Road/Queen ' Kaahumanu Highway/Airport Access Road intersection. In addition, the construction I of Main Street from the Project site to Kaiminani Drive will lie constructed by the Project. j Keahole Airoort Road/Queen Kaahumanu Hiohwav/Airoort Access Road The following intersection configuration would be required at this intersection: i • Northbound approach - an exclusive left-tum lane, a through lane and an exclusive right-tum lane. • Southbound approach - an exdusive left-tum lane, a through lane and an exclusive right-tum lane. • Eastbound approach - an exdusive left-tum lane, a through lane and an exclusive right-tum lane connecting to a southbound acceleration lane forming a "Free" right-tum lane. • Westbound approach - an exclusive left-tum lane, a through lane and an exdusive right-tum lane. 61 ATA pUST~N. T6UT6UM1 6 Afi6001nTE6. INC. CIVIL ENGINEERS SURVEYORS Overall, the Keahole Airport Road/Queen Kaahumanu Highway/Airport Access Road intersection is expected to operate at LOS D during the AM peak hour of traffic and LOS E during the PM peak hour of traffic with the above lane configuration. The individual traffic movements will operate at LOS D or better, except for the following movements: • Northbound left-tum traffic will operate at LOS E during the AM and PM peak hours of traffic. • Southbound left-tum traffic will operate at LOS D and at LOS F during the AM and PM peak hours of traffic, respectively. • Southbound through traffic will operate at LOS C and at LOS F during the AM and PM peak hours of traffic, respectively. • Eastbound through and left-tum traffic will operate at LOS E during the AM and PM peak hours of traffic. • Westbound left-tum traffic will operate at LOS E during the AM peak hour of traffic and at LOS F during the PM peak hour of traffic. • Westbound through traffic will operate at LOS E during the AM and PM peak hours of traffic. The intersection LOS for traffic conditions resulting from the Phase I development with the Airport Access Road alternative is shown in Figure 16 and summarized in Table 15. B. Phase II -Year 2011 Traffic Operations With Projeot-Generated Traffic Year 2011 Traffic Condition Analysis Widening of Queen Kaahumanu Highway from a two-lane highway to a four- lane highway for Year 2011 and beyond through the Keahole Airport Road/Queen Kaahumanu Highway/Airport Access Road intersection was assumed since widening of this section of highway is needed for Base Year 2011. 62 ?ksw'litis)~'.. i33:E;u; ~ `Y ` I ~ +Y. °n`9?9? i se;:a7: n ~ ~ . , ,ovss} }NOT ?0 SCALE ~ ~A ~ ~ i Y :Rem i \ ~ / ~ .r n8n n. l ~ ro ,c~'~ ~ :,~1 a R" '°w AO w,xALG esurs I 1 •~E i } ACCE55 ROFD' ~ 9~ I I ; v ~ I ~ 1 j j ~ , { 'uRVOm ~ ~ ~ C~ ACC65 ROAp' ( Oyu, f \ ~ u~. C H~` Kow, iK,ERRntt \ uRVORr \ ~ ~ LEGEND ~1 ff(f/) - AM(PM) PEAR MOIRt OF TRAFFIC VOLUMES ,.yam ~ ~ ~ © - µNAl12m YtfER5ECi10N ~ ~ \ O - UNSIGNALJZED HIiERSECSION ~ I ~ R,.,A txnfffi) ~ ~ ~ ~:rsa~9fo••,~ AM/PM LOS - X(X) PL(PY) LOS /-Zl!(,15) ° ! ~ - PRWECT SfFE 1y4, ~ i ~i` ~ J`-' u~ ~ t t r~+z j~ NOTE ALL vOLUY6 ARE RWNDED TO ,sxi°s}~ THE NEARESF 5 VEHICLES ~~m axe ~ ~ ATA AUSTIN, TSUTSUMI & ASSOCIATES. INC. FIGURE PALAMANUI ENGINEERS,SURVEYORS HONOLULU,MAWA!i DEVELOPMENT ~ volutes 16 WRH A6jPOR1' ACCE33 ROAD AL'tH~1ATNE ru wne z\wnnm-aoero~\rwe\~vis-,w.. ~ mm aw.c nm uu[ os m. xou Table 15 Future Year 2008 with Phase I Access Across Keahole Airport Only Level of Service Summary Base Year 2008 Future Year 2008 Without Project-Generated Traffic With Phase I Project-Generated Traffic With Mitigative Measures With Recommended Improvements AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Dela s LOS Dela s LOS Dela s LOS Dela s "Makalei Access Road"IMamalahoa Hi hwa NB LT A 7.9 A 7.8 A 8.2 A 8.1 EB LT/RT B 11.1 B 11.0 B 13.0 B 14.1 Kaiminanf Drive/Mamalahoa HI hwa NB LT D 50.6 C 24.2 D 44.5 D 36.3 NB TH A 2.0 A 4.6 A 1.9 A 5.5 SB RT/TH C 23.6 B 15.1 D 40.9 B 18.0 EB LT D 53.3 C 26.2 C 34.4 C 28.5 EB RT D 45.1 B _ _--15.1- C 30.5 B 19.4 Overall C - 24.8 B 12.7 C 31.3 B 16.7 Palani Roadl ueen Kaahumanu Hi hwa NB LT D 53.8 E 65.2 E 62.9 E 63.9 NB TH D 47.3 D 48.1 D 43.1 D 54.4 NB RT C 22.5 C 22.0 C 20.4 B 17.8 SB LT D 52.8 E 60.8 E 64.0 E 66.8 SB TH D 35.1 D 53.3 C 31.6 D 54.4 SB RT free ri ht-tum free ri ht-tum EB LT D 53.6 E 57.9 E 67.1 E 69.4 EB TH C 26.4 C 32.5 D 36.4 E 56.7 EB RT free ri ht-turn free ri ht-tum B LT D 54.9 E 64.2 E 67.0 E 62.7 B TH D 49.2 E 56.6 E 55.9 E 63.2 B RT free ri ht-tum free ri ht-tum W_~~_ _wW Overa// D 44.8 D 51.8 D 46.2 E 57.9 Kaiminanf Drive/Queen Kaahumanu Hi hwa NB TH C 23.7 C 27.5 D 47.5 E' 73.7 NB RT A 1.6 A 5.9 A 1.0 A 6.9 SB LT D 53.7 C 31.9 E 76.3 E 79.7 SB TH A 8.0 A 8.4 A 9.5 C 26.8 LT D 49.5 D 36.9 E 65.8 E 75.7 B RT free ri M-tum free ri ht-tum Overall C 22.4 B 17.9 D 37.2 D 48.6 Keahole AI R Road/ ueen Kaahumanu Hi hwa /Pro eet Access Road NB LT C 20.8 D 52.2 D 38.3 F 80.7 NB TH A 3.9 A 3.3 A 5.2 A 8.5 NB RT - - A 3.7 A 7.4 SB LT - - - B 17.1 B 18.0 SB TH B 18.9 D 44.1 B 16.4 F 80.2 SBRT A 6.5 A 3.2 B 12.2 B 13.5 EB LT C 26.1 D 54.2 C 27.8 D 47.5 EB TH - - C 25.8 D 43.4 EB RT free ri ht-tum free ri ht-tum B LT - - - - D 38.3 E 75.6 B TH - - - - C 25.9 D 43.5 B RT - - - - free ri ht-tum Overall B 12.2 C 32.4 B 15.6 D 49.4 Main StreetlKaiminani Drive SB LT/RT - - - - B 14.3 C 22.1 EB LT - - A 6.6 A 7.9 • =overcapacity conditions A~/ /+USTIN, TSUTSUMI 6 GSSOCIgTES, INC. ^ CIVIL ENGINEERS SLIRV EYpRS Keahole Airport Road/Queen Kaahumanu Highway/Airport Access Road The Airport Access Road westbound left-turn is projected to have a demand of approximately 485 vehicles during the PM peak hour of traffic and will require two (2) exclusive left-turn lanes. The following intersection configuration would be required at this intersection: • Northbound approach - an exclusive left-tum lane, two (2) through lanes and an exclusive right-turn lane. • Southbound approach - an exclusive left-turn lane, two (2) through lanes and an exclusive right-turn lane. • Eastbound approach - an exclusive left-turn lane, a through lane and an exclusive right-turn lane connecting to a southbound acceleration lane forming a "free" right-turn lane. • Westbound approach -two (2) exclusive left-turn lanes, a through lane and an exclusive right-turn lane connecting to a northbound acceleration lane forming a "free" right-tum lane. All individual traffic movements will operate at LOS D or better with the above lane configuration. The intersection LOS resulting from the Phase I and Phase II development with the Airport Access Road alternative is shown on Figure 17 and summarized in Table 16. 65 .e-us;te=;}tiR?. -!s(asi }a:U, i, .r !SS:tam / ^g `r!x) '"R~ ) ^ / ~ N txssUas) / ~ Ia ttY 165i ~I c/? ~ 1^ .NOT TO SCRiE y_~'.-b - .L -S !i-` _ u, ~ wta.E6,:1 I ~8 ~t\C?e^*vu"e"u I j~ LCtt<~ ~ I ~ ~ / 'S T ' ~ ~ 395 ~ t ~G9 ) s, . s f / ~ f I % i t~w'~A A xtt i~ MAMAIAHOA HWY/ ~ \l I t~ ~ ACCESS ROAy' ,D II$ ~ ~ G~ S •ANiPoFf ACCESS FORD" Y f~~ 11 J l zow. INfEFII/,rl ~ wFVOFr LEGEND /Ki/) - AM(PM) FFAx Noun OF TRAFFlC VOLUMES r ~ y ~ - SIGHAI.RED WfERSECTION app AM/PM LOS O - UNSNXIAUZED INtT:325ECTI01i I `!!9315 ~ s~ i x = I ~ AM/Pw Los - x(x) AM(I'M) Los 1 ~ Dro za:r; s~--~ ~yTy) ~ T T ~ =~t-ss) ~ NOTE All VOLUME ARE ROUNDm TO az(ttR1+ THE NEAREST 5 VEHICLES mlml $ /+ITA AUSTIN, TSUTSUMI & ASSOCIATES. INC. FIGURE PALAMANUI ENGINEERS,SURVEYORS MONOLULU,HAWAIi DEVELOPMENT FiJTURE YEAR eon iAAFRC yOLU1.~3 AND LEVH. OF SHiVICE WfTH AFIPORT ACCESS ROAD AL78iNATNE Table 16 Future Year 201 t with Phase I and Phase II Aceess Across Keahok Airport Onty Level of Service Summary Base Year 201 t Future Year 2011 Without Project-Generated Treffic With Phase 18 II Project-Generated Traffic Wrth M'itigalive Measures AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Dela s LOS Dela s LOS Dela s lOS Dela s Pro'ect Aeeeas RoadllNamalahoa Hi hwa NB - - A 8.6 A 8.6 EB LT/RT - - C 19.2 D 28.1 "Makaki A teas Road" IMamalahoa Hi hwa NB LT A 8.0 A 8.0 A 8.2 A 8.4 EB LT/RT B 11.9 B 11.4 B 13.4 8 13.9 Kaiminani Drive/Mamalahoa i hwa NB LT D 52.7 C 26.5 E 59.9 C 32.6 NBTH A 1.9 A 5.4 A 1.7 A 6.6 SB RT/TH D 37.1 B 16.1 D 38.8 C 23.7 EB LT D 54.6 C 26.2 E 64.3 C 31.8 EB RT_____ D~__ 48.6_ ___B 16.1 E 68.1 ___C~_ 2f1.2 Overall C 32.3 8 13.3 C 33.9 B 17.6 Palani Ro dl assn Kaahu nu Hi hwa f NB LT D 53.8 E 65.2 E 75.4 F 116.7 NBTH D 52.7 D 48.7 D 51.1 D 46.1 NB RT C 21.3 C 20.8 B 18.3 B 15.9 SB LT D 52.8 E 60.8 E 75.4 F' 133.4 SB TH C 34.1 E 55.7 C 29.2 E 63.2 SB RT free ri ht-tam free ' ht-tam EB LT D 53.6 E 69.2 E 76.9 F 97.8 EB TH C 27.9 C 34.4 D 37.1 D 52.0 EB RT free ' M-tam free ri ht-tam B LT D 54.9 E 73.6 E 71.1 F 123.2 B TH E 55.4 E 61.2 E 65.0 F• 104.6 WB RT free__righl-tam _ _____free ' hl-tum___ - - OvereA D 47.5 D 54.5 D 51.6 E 70.3 , Kaf inanl Drive/ een Kaahumanu Hi hwa NBTH B 15.2 6 12.7 D 39.2 D 44.6 NB RT A 1.6 A 5.4 A 3.3 B 10.3 SB LT D 53.7 D 39.11 D 53.8 D St.1 I SB TH A 7 A 3.4 B 11.7 B 13.0 B LT D 47.4 D 36.9 D 48.0 D 52.3 WB RT free right-tam _ free ' ht tum~ i Overall B 17.1 B 12.1 C 30.9 C 28.4 Keahole Ai ort Road/ uee K humanu Hi hwa /Pro eet Ae ess Road NB LT C 22.6 C 26.5 C 29.7 D 43.8 NBTH A 2.9 A 3.0 C 26.4 C 28.7 NB RT - - B - 17.9 B 15.1 SB LT - - C 28.1 D 42.0 SB TH B 13.6 B 14.8 C 20.5 D 45.0 SB RT A 8.0 A 3.2 C 11.0 A 5.5 EB LT C 26.1 C 27.1 C 29.4 C 26.3 EB TH - - C 31.7 D 43.9 EB RT free ri ht-tam free ri hl-tam WB LT - - C 33.3 D 47.6 B TH - - C 30.7 C 34.5 B RT - - - - free ri ht-tam Overall B 10.2 B 12.4 C 24.4 D 37.0 Main StreetlKaiminanf Drive SB LTIRT - - B 13.5 B 12.3 EB LT - - A 8.5 A 7.8 • =overcapacity conditions ATA PU6TIN, TSUTSUMI 6 PSSOCInTES, INC. CIV II ENGINEERS STIR VEYGRS C. Phase III -Year 2014 Traffic Operations With Project-Generated Traffic Year 2014 Traffic Condition Analysis Queen Kaahumanu Highway/Keahole Airport Road/Airport Access Road The required intersection configuration would be as described for Year 2011 with the Airport Access Road altemative: Overall, the Keahole Airport Road/Queen Kaahumanu Highway/Airport Access Road intersection is expected to operate at LOS D during the AM and PM peak hours of traffic. The individual traffic movements will operate at LOS D or better, except for the following movements: • Northbound left-tum traffic will operate at LOS D during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. • Southbound left-tum traffic will operate at LOS D during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. • Eastbound through and left-tum traffic will operate at LOS D during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. • Westbound left-tum traffic will operate at LOS D during the AM peak hour of traffic and LOS E during the PM peak hour of traffic. The intersection LOS for traffic conditions resulting from the Phases II and III with the Airport Access Road alternative is shown on Figure 18 and summarized in Table 17. 68 / \ / ri ~ i .-esGSSSi\.~ ~ axrsr\ 7 ~ e ~_s(.w` ~ N "IH .-:asaa) i ~ ~:5.~(+).)},~:,j: ; '-IX iKU t l t.vtx) t N i ,.so(»x; //~\j---~ I~ 1 r tJi::65! NO7 TO S^ E e 1 a. Y 11 +t Y i ~ s' ! t~\1 i.u~xn 1, :::5;-^ /1 ~1 / : I - i' ;:Sa ]5, Jam/ p p '~;•C5),y ~ v ~ =iY.'1- ~y. ~ SJ, 41'> t ~~i .GktE15}~ I 1 I ~ ~ ' MAMALP)i0A HWt'!~' p'Wi~ v.o i ACC65 RGN' q ~t ~y _ 7 a / I ~ % ~ ~ d I ~ / , I ~ /I \ ~ 7 ~ I 'NRFORf ACCESS ROAD' I I _~"~`~~vruysF~ ""r 1 ~ ~ ~ Kau INfERNAtt uRRORr LEGEND /KI!) - IAI(PN) awc HouR ov TRIFFlC voLUUEs ~ /~7 SIGNN.RED INfERSECTR)N O - UNSIGNIU2ED R(IERSECTION i ~ r',~? _ ` ~ N, i ~ .s<v:~l~ I,r/w LOS - z(x) Iy(PU) Los ~ x ~ ~ rIXen) i ~ ^ ~ ~ zr.(tn) r Y ~ ~ r I ® - ?RNECT SRE 1 l t up a ~ \ ~;i7wj, NQ7E AL! VOlU46 IRE ROUNDED TO Sts(Ato) , 9^ t THE NEIRESf 5 VEHICLES ~t~)ti i ATA AuSTI"' TSUTSUMI & ASSOCIATES, INC. FIGURE PALAMANUI ENGINEERS,SURVE;'ORS HONOLUIU.HAWAII DEVELOPMENT RJfURE YEAR ppµ 7pAFFIC vOLUwEg 1Q ` Aro LEVa of seance V i WITH AF~ORf ACCESS ROAD ALTSi~lATNE Table 17 Future Year 2014 with Phase I, II, and III Access Aeross Keahole Airport Onty level of Service Summary Base Year 2014 Future Year 2014 Without ProjeU-Generated Traffic With Phase I, II, and III Wdh Mitigative Measures Project-Generated Traffic AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Dela s LOS Dela s LOS Dela s LOS Dela s Pro ect Access RoadMlamalahoa Hi hwa NB - - A 9.1 A 9.D EB LT/RT - - C 21.2 E 49.8 "Makalei Access Road"IAAamalahoa Hi hwa NB LT A 8.2 A 8.1 A 8.4 A 8.4 EB LT/RT B 12.9 B 12.6 C 15.1 C 15.3 Kaiminani Drrve/Mama whoa Hi hwa NB LT E 62.4 C 29.3 E 68.0 C 31.1 NBTH A 1.4 A 6.1 A 1.6 A 11.5 SB RT/TH D• 52.4 B 18.5 E• 70.6 C 24.3 EB LT E 69.3 C 31.0 E 69.3 C 34.5 EB RT E 74.0 B 19.4 E 77.0 C 26.5 Overell D 44.4 B 15.0 D 52.8 B 19.0 Palani RoadlOueen K ahumanu Hi hwa NB LT E 69.5 E 71.8 E 75.4 F' 139.8 NBTH D 52.8 E 58.3 E' 64.7 D 51.6 NB RT C 22.6 C 22.7 B 17.3 8 13.6 SB LT E 67.4 E 67.8 E 75.4 F• 158.7 SB TH D 35.3 E 70.7 C 28.8 F' 89.3 SB RT free ' ht-tum free ri ht-tum EB LT E 66.8 E 74.2 F 80.7 F• 116.6 EB TH C 31.8 D 40.4 D 38.6 E 61.0 EB RT free ' ht-tum free ri ht-lum B LT E 67.0 E 78.8 E 71.1 F• 157.0 B TH E 61.0 E 72.0 E 70.3 F• 137.4 -.B RT___- _ ~ free ri ht-tum free ' ht-lum _ Overall D, 51.1 E 64.6 E 58.0 F 86.8 Kaiminani Drive ueen Kaahumanu Hi hwa NBTH B 17.6 B 19.6 D 47.3 D 42.7 NB RT A 2.0 A 7.7 A 3.1 A 8.7 SB LT C 30.8 D 50.5 D 54.7 E 59.8 SB TH A 7.1 A 4.5 B 11.2 B 14.2 B LT C 25.0 D 52.3 D 54.1 E 63.5 _-B RT--__- free ' ht-turn _ free n hl-tum Overall 8 14.8 B 16.2 D 35.6 C 29.2 Keahole Ai ort Roatl/ vaen Kaahumanu Hi hwa /Pro eet Aeeesa Ro d NB LT C 22.8 C 30.2 D 47.7 E 68.6 NBTH A 3.0 A 2.8 D 52.1 D 52.8 NB RT - - C 30.2 C 27.0 SB LT - - D 53.3 E 59.5 SB TH B 14.0 B 15.1 D 40.3 D 50.4 SB RT A 6.0 A 2.8 B 19.1 B 13.5 EB LT C 26.1 C 31.4 D 53.6 E 69.8 EB TH - - D 54.6 E 76.2 EB RT free ' ht-tum free ri ht-tum B LT - D 54.9 E 61.8 B TH - D 54.6 D 46.7 B RT - - - - free ' ht-tum _ Overall B 10.1 B 12.7 O 45.2 D 51.2 Main Stnee Kaiminani Dri SB LT/RT - - B 13.0 C 21.9 EB LT - - A 8.6 A 7.8 • =overcapacity conditions ATA DUSTIN. TSUTSUMI 6l+SSOCInTES. INC. CY~L ENGINEER6 • 6LIRVEYOR6 VII. CONCLUSIONS A. General The project site is located approximately 6 miles north of Kailua Kona. The Queen Kaahumanu Highway, which is a limited access, State arterial highway, and Mamalahoa Highway, which is a major, two-lane State Highway are the primary roadways that provide access from areas north and south of the project site. Certain directional movements of traffic on Queen Kaahumanu Highway are currently operating at or near capacity conditions during the peak hours of traffic, while Mamalahoa Highway serves primarily local traffic during the morning peak period of traffic, with schools and other side street friction causing delays to traffic. Current SDOT project schedule calls for the widening of Queen 1 Kaahumanu Highway between Henry Street and Kealakehe Parkway to be ~ completed by the Year 2008. However, SDOT does not have a firm schedule on when the next segment of Queen Kaahumanu Highway will be widened to the Keahole Airport intersection. Therefore, it becomes important that some of the j County of Hawaii proposed mid-level road plans be implemented to supplement the north-south capacities of Queen Kaahumanu Highway and Mamalahoa Highway. Main Street will be constructed within Palamanui and extended to connect i to Kaiminani Drive, as part of the Phase Ibuild-out. This new roadway will provide a third access to the project site via Kaiminani Drive. It will also permit access by residents of the nearby subdivisions to access the commercial, health services and recreational facilities available at Palamanui, and not have to travel south, using Queen Kaahumanu Highway or Mamalahoa Highway to obtain similar services. University Avenue, whether it be connected to the Keahole Airport intersection or to the new Northern Project Access Road will ultimately provide another east-west connector road between Queen Kaahumanu Highway and Mamalahoa Highway. 71 ATA AUSTIN. TSUTSUM~ 6 GSSpbnTES, wp. CIVIL ENGNEERS SVRVEVORS The new University of Hawaii Center at West Hawaii (UHCWH) will remove the current congestion caused by UHCWH on Mamalahoa Highway in Kealakekua, and reduce south bound traffic during the AM peak period of traffic through the congested Queen Kaahumanu Highway/Palani Road intersection. B. Existing Conditions Generally, the traffic at the intersections close to the project site moves fairly well during the peak periods of traffic. South bound traffic becomes sluggish south of Kaiminani Drive, and generally congested south of Kealakehe Parkway to Palani Road on Queen Kaahumanu Highway. The proposed widening of Queen Kaahumanu Highway between Henry Street and Kealakehe Parkway will mitigate this existing problem. Mamalahoa Highway becomes congested during the morning peak period of traffic due to left-turn movements where there are no separate left-turn lanes and at school sites. Traffic appears to move better on Mamalahoa Highway during the afternoon peak period of traffic. New north-south collector roads between Palani Road and areas north are needed to reduce the traffic demand on Queen Kaahumanu Highway and Mamalahoa Highway at Palani Road. The County of Hawaii's "Keahole to Honaunau Regional Circulation Plan" proposes new north-south collector roads that would significantly reduce the demand on the two (2) major north-south State highways. The widening of Queen Kaahumanu Highway between Henry Street and Kealakehe Parkway will significantly reduce delays C. Base Year Conditions, Without Project-Generated Traffic Based upon the projected growth of the area from Keahole to Honaunau, traffic demand will exceed the capacity of the existing north-south roadways. Roadway improvements, such as the widening of Queen Kaahumanu Highway between Henry Street and the Keahole Airport intersection would be required by the year 2011. In addition, the mid-level north-south collector roads will also be required to accommodate the projected growth. 72 I ATi1 gUSTIN. TSUTSUMI 6 g550CIgTES. ANC. CIVIL ENGINEERS 6VRV EYORS D. Future Year Conditions With Palamanui Project 1. General ' The trip generation estimates for the Project are conservative since all of the trips for the University of Hawaii West Hawaii Campus are treated as new trips in the analysis for this study. The Project will include the relocation of the current University of Hawaii West Hawaii i Campus, located on Halekii Street approximately 12 miles south of ~ the Queen Kaahumanu Highway/Palani Road intersection. Current ~ Fall 2004 enrollment information indicates that there are approximately 460 students at this campus. Therefore, the trips generated by the 460 students represent existing trips already on the roadway network that will be redistributed to the new site from the ~ Halekii Street site to new site within the Project. Existing trips originating from the north will enter the new site without having to cross the congested Queen Kaahumanu Highway/Palani Road 9 intersection. However, conducting a detailed analysis of these redistributed trips is beyond the scope of this Study. • The estimate of internal trip capture used in this study is also r ~ conservative as internal capture can also be applied to trips attracted by employment centers, golf course and commercial/retail uses that ~ are included in the Project in addition to trips generated from residential uses only. • The widening of Queen Kaahumanu Highway from a two-lane highway to a four-lane highway from Kealakehe Parkway to Keahole Airport Road will be required by the Year 2011. • The construction of Main Street by the Project to Kaiminani Drive will provide additional interim north-south capacity and provide the basis for further extension of this parallel roadway as a north-south collector roadway within North Kona. • A direct Project access on Mamalahoa Highway located north of Makalei Estates Access Road will improve circulation for Project and non-Project traffic in Makalei Estates. 73 ATA gUSTW. TSUTSUMI 6 PSSOCIgTES, INC. CIVIL ENGINEERS SURVEYORS 2. Northern Project Access Road (only) The following are the conclusions of having the Northern Project Access Road as the only direct connection between the project site and Queen Kaahumanu Highway. a. Year 2008 Assumes Queen Kaahumanu Highway is one (1) lane in each direction. The Northern Project Access Road intersection would operate at overall LOS "B" during the AM peak hour of traffic and LOS "D" during the PM peak hour of traffic, with each individual traffic movement operating at LOS "D" or better. • Keahole Airport Road intersection (airport access only) would operate at overall LOS "B" during the AM peak hour of traffic, and LOS "D" during the PM peak hour of traffic. Northbound left-turn movement and eastbound left-tum movement would operate at LOS "E". b. Year 2011 Assumes Queen Kaahumanu Highway is widened to 4- lanes to the Northern Project Access Road. The Northern Project Access Road intersection would operate at overall LOS "B" during both the AM and the PM peak hours of traffic. All individual turning movements would operate at LOS "C" or better. Keahole Airport Road intersection would operate overall at LOS "B" during the AM peak hour of traffic and at LOS "C" during the PM peak hour of traffic, will all individual turning movements operating a LOS "D" or better. 74 ATA AUSTIN, T6UTSUMI 6 455OCIGTES, INC. LIVIL ENGINEER6 6VRV EYORS c. Year 2014 • Assumes Queen Kaahumanu Highway is widened to 4- lanes to the Northern Project Access Road. The Northem Project Access Road would operate overall at LOS "B" during the AM peak hour of traffic, and at LOS "C" during the PM peak hour of traffic, with all individual fuming movements operating at LOS "D" or better. • Keahole Airport Road intersection would operate overall at LOS "B" during the AM peak hour of traffic and at LOS "C" during the PM peak hour of traffic, with the northbound left-turn and eastbound left-tum movements operating at LOS "E". d. The Northern Project Access Road intersection will meet I the warrants for traffic signal system during Phase I. 3. Airport Access Road Alternative a. The following are the conclusions of having the only access to the project site from Queen Kaahumanu Highway at the existing Keahole Airport Road intersection, ( with the access road to the project site forming the fourth leg to the existing intersection. b. Year 2008 • Queen Kaahumanu Highway is a two-lane highway between. Kealakehe Parkway and the airport road intersection. The four-legged Airport Road intersection would operate overall at LOS "B" during the AM peak hour of traffic and at LOS "D" during the PM peak hour of traffic, with the following turning movements operating as follows: 75 ETA 4UfiTCNVILENGNEER66•Q6LIROEY~Gg6 'NC. i. Northbound left-turn at LOS "F" during the PM peak hour of traffic. ii. Southbound through at LOS "F" during the PM peak hour of traffic. iii. Westbound left-turn at LOS "E" during the PM peak hour of traffic. c. Year 2011 Queen Kaahumanu Highway is widened to four (4) lanes to the Airport Road intersection. • The Airport Road intersection would operate overall at LOS "C" during the AM peak hour of traffic and at LOS "D" during the PM peak hour traffic, with all movements operating at LOS "D" or better. d. Year 2014 • Queen Kaahumanu Highway is widened to 4-lanes to the airport road intersection. • The Airport Road intersection would operate overall at LOS "D" during both the AM and the PM peak hours of traffic, with the following fuming movements operating as follows: I. Northbound left-turn at LOS "E" during the PM peak hour of traffic. II. Southbound left-turn at LOS "E" during the PM peak hour of traffic. III. Eastbound left-turn and through at LOS "E" during the PM peak hour of traffic. IV. Westbound left-turn at LOS "E" during the PM peak hour of traffic. 76 ATA yJ$T~N, TSUTSUMi 6 PSSOGATES, iNC. C~V~L ErvGiNEERS SURVEYORS e. The airport road intersection will require geometric modifications to accommodate the access road to the Palamanui project site, as well as modifications to the traffic signal system to accommodate two (2) additional traffic signal phases. f. See Table 18 for the operating LOS's for both alternatives for access to and from Queen Kaahumanu Highway. i ~ VIII. RECOMMENDATIONS A. Future Conditions Without the Project • Widen Queen Kaahumanu Highway to four (4) lanes between Henry Street and Keahole Airport Road to accommodate the projected traffic demands. Near capacity conditions are exhibited today and are projected for future ~ conditions without the Project. • Monitor vehicular traffic volumes at the Mamalahoa Highway/Kaiminani Drive intersection, and install a traffic signal system when warranted. B. Future Conditions With the Project 1. General f Construct Main Street as a two-lane roadway from the Project site to Kaiminani Drive to provide a third access roadway to the project site and access for area residents to the Palamanui site without having to use Queen Kaahumanu Highway. • Construct a direct access on Mamalahoa Highway north of Makalei Estates Access Road by Phase II of the Project. 2. Construct the Northern Project Access Road • Install a traffic signal system at the Queen Kaahumanu Highway/Northern Project Access Road intersection. • Provide an exclusive left-turn lane for the Queen Kaahumanu Highway southbound approach. 77 ETA AUSTIN. TSUTSUMI fi ASSOCIpTES.INC. CIV IL ENGINEERS Sl1RVEVOR6 • Provide aright-turn deceleration lane for the Queen Kaahumanu Highway northbound approach. • Provide an exclusive right-turn lane and a separate left-turn lane for the Northern Project Access Road westbound approach. • Provide an exclusive right-turn lane and two (2) exclusive left-turn lanes for the Northern Project Access Road westbound approach when Queen Kaahumanu Highway's widened to this intersection. 3. Airport Access Road Alternative Should this alternative be implemented in lien of the Northern Project Access Road, the following are recommended. Queen Kaahumanu Highwav/Northem Proiect Access Road Intersection • Modify the traffic signal system from afour-phase operation to an eight-phase operation at the Queen Kaahumanu Highway/Keahole Airport Road for the Airport Access Road intersection by the first Project occupancy. • Provide an exclusive left-turn lane for the Queen Kaahumanu Highway southbound approach. • Provide a right-turn deceleration lane for the Queen Kaahumanu Highway northbound approach. • Provide a through lane, an exclusive left-turn lane, and aright- turn lane connecting to a southbound acceleration lane forming a "free" right-turn lane for the Keahole Airport Road eastbound approach. • Provide a through lane, an exclusive left-turn lane, and aright- turn lane connecting to a northbound acceleration lane forming a "free" right-turn lane for the Airport Access Road westbound approach. 78 ATA AUSTIN. TSUTSUMI 6 GSSOCI<iES, ING. CIV I~ENGINEER6 SURVEYORS Provide a through lane, a double left-turn lane, and aright-turn lane connecting to a northbound acceleration lane forming a "free" right-turn lane for the Airport Access Road westbound approach when Queen Kaahumanu Highway is widened to four (4) lanes at this intersection. 79 u <om o~n O~n ODN aon N edrroic ri of ~d ~ti t l l l l l l O ~ t0 itl Ni0 i0~ ~Dn f0O h ~ T= F' c Y O 10 v a o c~ a 0 w p U W p m W w? W O? O 1 1 1 1 1 1 1 N W N ~ ~ ~ L L } O a b C N O O r~NOl lh ~f0 t0 dOl {O WN 3a nNCQi u"''iv r'u'~i ~i`~i u~`v 1 1 1 1 1 1 1 ly - O W O N IOII a = L L 10 tea ap omUpomao op O 1111111 O O ~ O O O OI C O1 N ~ N ~ O) 9 ad I I co n l I I I o~mNVi L" C S d ~ ~ MN tD N NN N~tO '-f7 ~,pYo ~ ~'a rn N (~na aO W a I I D a W l? I I I U DU O mOmU ~ T d L Y da ~ G N rl ~ n~ f7 d aD N n ~ W N n v li m~=~ N~ I I o+~N I I I I N~NNmOid O L Z N LL c a S~ ap UaIlmaUl Ilim UmVaUmm O cones OONt7 O! tON O ~ A of co N c~i vi m in n y r~ 1 1 1 1 1 1 1 ~ O d O N O O~ N O O th 1'l Z H C Y O 9 p N v a v o ~ ~ O U m O m a U 0` O U~ O 1 1 1 1 1 1 1 o co: a0 ~ 3 N llyn N A T pOj L L T } ~ VU ` G C ~ Q O 7 a O n o Ol ~ N O Y n ry m r ry P w aims aoo~ ai ~n o~-v 1 1 1 1 1 1 1 LL O~ NNE N N ~N17 t~lM N T N a = p C a 0 t L m a~a m L °~Z 3 a0 UUmUUUUU UU U 1111111 a m J E yu~~ E L U j ~ Oafn N Z Cq is dp ~ h ~O ap n t7N~001nN °m e,v m o v Q v 1 1 NNQ I I t I N N~NmNm^ a C = H3LN 1"'O YO C O 9 N 0 3 m v vi w a;{~ a =o~ ocQ n~.O OaIIUaOIEIIIU UmUaUam O N y e J y U 'v o c y r cV } u'o c w ~ ~ j ~ E N O~ NNt7 y OlN OIN ~-h Gf 6 O a L O~ N M I I rn~ N I 1 1 I r Ol O N ~j N O R O LL ~ O = O ~ tz a = a $3 ~N ao ma 1 1maV I I I Im mmuaomm u ~ m ou'v aco oir c~i Nri of I I I I I I I ~ ~ m r ~ w O n v e F ~ Y ~ ~ O m d v a o c no' a 0 LL a a m LL m p p E w ~ E O 1 1 1 1 1 1 1 N d y J ~ J ~ ~ N r r y ~ ~ L L ` 0 a N Cy a C l"1 N n ~ O N CD N 01 lh A~ b ~ o m v M'^~ NN`MN`"vi 1 1 1 1 1 1 1 LL udia rv O L 'G A ~ L ~ a N N W a p Q O a a m m m U U O U m 1 1 1 1 1 1 1 u A d ; ~O L w O d mN ~O~ =nOnNfO VIO ~M I I m N I I I I ~ ni oiro ov; T O- A n `T n N n h O Y n i 0 YON M ~p Y~ t ~ E 4a 'x s' o~ca~ap ~wallWaw1~1110y0a000U0 ? c ~ y d ~ L N } V ~ q - ~ y'dO^d y W ~ d .0.. O. ~ Y N O l O O O W W~ ~ n N N N t 7 ~ 0 J_ L O m yN,n I I rn~ ~ 1 1 1 1 of ON~~ujN poc LL N C 2 N d O O D J b N L Z N O N C as_ a ~ v o ~ u v a p ~ U a I I m a U 1 I I i m ~ U a 0 a U m m o Z. 'o u Q a n u ~ 3 or-xr~.xrrxrr-x~ i dxF- =~1-> ~ JI-LL'JI-KJF-m JI-CO ~HCJFJ~O O W m m m m m m m m m m m O m m m m m m II Y Z Z Z N N N W W W Z Z Z N N A I yJSTIN. TSUT9UMI 6 ASEQCIATES. INC. CIVIL ENGINEERS SURVEYGRS REFERENCES 1. Fredric R. Harris, Inc., Hawaii Lono Ranae Land Transportation Plan, 1998. 2. Transportation Research Board, Hiohwav Caaacity Manual - HCM 2000, 2000. 3. Institute of Transportations Engineers, Trio Generation Handbook, 2001. 4. U.S. Department of Transportation, Federal Highway Administration, MUTCD 2000 - Manual on Uniform Traffic Control Devices -Millennium Edition, December 2000, amended June 2001 5. State of Hawaii, Department of Transportation, Highways Division, Planning Branch, Traffic Count Data. 2002. 6. State of Hawaii, Department of Transportation, Highways Division, Planning Branch, Traffic Summary -Island of Hawaii 2002. 7. Institute of Transportation Engineers, Trip Generation - 7th Edition, 2003. 8. Townscape, Inc., Final Resort - Keahole to Honaunau Reoional Circulation Plan, 2003 z:~zowwsaoe.iw~w.auunsiwu n,w ~zo~oartua ~zma aoc 81 ATA u EIV^IL ENAYINEENS S'S YBV EYO PBNE APPENDICES ATA au L?V^IL EN ETIM[LR9 1E EE IILRV EV OPEM C. APPENDIX A TRAFFIC COUNT DATA Austin Tsutsumi & Associates, Inc. 501 Sumner Street, Suite 521 Major Street: Mamalahoa Hwy Honolulu, Hawaii 96817 File Name : kaimamam Minor Street: Kaiminani Dr Ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Time of Count: 6:30 AM-6:30 AM Start Date :04/09/2003 Weather: Cloudy Page No : 1 _ _ Grou s Printed- Unshiftetl ~MAMALAHOA HWY MAMALAHOA HWY KAIMINANI DR Southbound Westbound Northbountl Eastbound Start Time LeR TMU RipM Petls LM Thry RipM Peds Left ThN RipM PeES Left Thru RipM Petla APP InL TOtal Total ToMI Trial Total Fedor 1.0 1.0 7.0 1.0 1.0 t.0 1.0 7.0 1.0 1.0 LO 1.0 1.0 7.0 1.0 1.0 06:30 AM 0 121 41 0 762 0 0 0 0 0 24 40 0 0 64 6 0 26 0 32 258 06:45 AM 0 133 20 0 153 0 0 0 0 0 23 56 0 0 79 9 0 45 0 54 266 Total 0 T54 61 0 3t5 0 0 0 0 D 47 96 0 0 143 15 0 71 0 B6 544 07:00 AM 0 135 20 0 155 0 0 0 0 0 29 84 0 0 173 7 0 44 0 St 319 07:75 AM 0 t87 22 0 203 0 0 0 0 0 35 B6 0 0 121 7 0 60 0 67 391 07:30 AM 0 t73 22 8 203 0 0 0 0 0 31 46 D 0 77 10 0 63 7 74 354 07'45 AM 0 183 31 1 215 0 0 0 0 0 35 69 0 0 704 1 0 63 0 64 383 Total 0 672 95 9 776 0 0 0 0 0 130 285 0 0 115 25 0 230 1 256 1447 08:00 AM 0 142 13 0 155 0 0 0 0 0 23 84 0 0 107 12 0 65 0 77 339 OB:15 AM 0 64 19 0 103 0 0 0 0 0 23 83 0 0 706 9 0 21 0 30 239 Grano Total 0 ttZ 18B 9 1349 0 0 0 0 0 223 548 0 0 771 61 0 387 1 449 2569 Apprch % 0.0 85.4 13.9 0.7 0.0 0.0 0.0 0.0 26.9 77.1 0.0 0.0 13.6 0.0 86.2 0.2 Total % 0.0 44.8 7.3 0.4 52.5 0.0 0.0 0.0 0.0 0.0 8.7 27.3 0.0 0.0 30.0 2.4 0.0 15.1 0.0 17.5 Austin Tsutsumi & Associates, Inc. 501 Sumner Street, Suite 521 Honolulu, Hawaii 96817 File Name : kaimamam Ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Start Date : 04/09!2003 Page No : 2 MAMALAHOA HWY MAMALAHOA HWY KAIMINANI DR _ SOU1hDOUnd Westbound _ _ Northbound Eastbound Stan Taro Len Thu Right Petls TWaI Leff Ttw Right Patla T~~ Leff Ttauu~ Right Petls I LeM1 TMU I Right I Petla Total Total Peak Naur From 06:30 AM l0 08:75 AM -Peek 7 0l 1 InMrseclion 07:15 AM Vdume 0 679 88 9 776 0 0 0 0 0 124 285 0 0 409 30 0 251 1 282 7467 Percent 0.0 87.5 t1.3 7.2 0.0 0.0 0.0 0.0 30.3 69.7 0.0 0.0 10.6 0.0 89.0 0.4 07:75 0 181 22 D 203 D 0 0 0 0 35 86 0 0 127 7 0 60 0 67 39t Voluma Peek Factor 0.938 High Int 07:45 AM 6:15:00 AM 07:15 AM 08:00 AM Peak FauUmoer 0 783 31 7 0 9102 0 0 0 0 O I 35 e6 0 0 0.845 72 0 65 0 0.916 H Out In Total 315 776 1097 88 679 0 9 Right Thu Le8 Petls 1 ~~s S Y J ~ p ~O c D t4Of91 y c i ~ c' /920937:7 W c o ~ ~ n ~ /92993 8:99:99 AM n ~ u ~ lJIMINRetl ~ c J N ~ 9 O ~QQ O n o cm • o I LeR TnN Ri M Petls 724 285 0 0 930 409 1339 Out In Total MAMAIAHOA HWY Austin Tsutsumi 8 Associates, Inc. 501 Sumner Street, Suite 521 Major Street: Mamalahoa Hwy Honolulu, Hawaii 96817 File Name : kaimampm Minor Street: Kaiminani Dr ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Time of Count: 3:00 PM-5:00 PM Start Date :04/08/2003 Weather: Drizzle Page No : 1 Grou s Pdnted- Unshifted MAMALAHOA HWY MAMALAHOA HWY KAIMINANI DR Southbound Westbound Northbound Eastbound 8fart Time Le8 TMU Ri9M Petla T~otapi LM TMu Right Peda Total Le8 Tlev Ri9M Petls T~i LeR TMU Ri9M Pads TMapl Td I Factor 1.0 1.0 1.0 1.0 7.0 1.0 1.0 1.0 1.D 1 U 7.0 7.0 1.0 1.0 1.0 1.0 03:00 PM 0 72 8 t 81 0 0 0 0 0 23 87 0 0 it0 7 0 29 8 44 275 03:75 PM 0 67 it 0 78 0 0 0 0 0 33 109 0 0 742 20 0 50 0 70 290 03:30 PM 0 98 8 0 106 0 0 0 0 0 34 99 0 0 133 26 0 63 0 89 328 03:45 PM 0 88 72 0 100 0 0 0 0 0 28 122 0 0 750 28 0 73 0 107 351 Total 0 325 39 1 365 0 0 0 0 0 118 417 0 0 535 87 D 215 8 304 1204 04:00 PM 0 84 10 0 94 0 0 D 0 0 27 124 0 0 15t 30 0 75 7 106 351 04:75 PM 0 89 9 0 88 0 0 0 0 0 43 127 0 0 170 26 0 73 2 101 369 09:30 PM 0 84 7 0 91 0 0 0 0 0 39 175 0 0 154 2t 0 56 0 77 322 04'45 PM D 95 8 0 103 0 0 0 0 0 51 131 0 0 782 31 0 51 1 83 368 Total 0 352 34 0 386 0 0 0 0 0 160 497 0 0 657 108 0 255 4 367 7410 Grand Total 0 677 73 1 751 0 0 0 0 0 278 914 0 0 1192 189 0 470 72 677 2674 Apprch % 0.0 90.1 9.7 0.7 0.0 0.0 0.0 0.0 23.3 76.7 0.0 0.0 28.2 0.0 70.0 1.8 Total% 0.0 25.9 2.B 0.0 28.7 0.0 0.0 0.0 0.0 0.0 10.6 35.0 0.0 0.0 45.6 7.2 0.0 18.0 0.5 25.7 Austin Tsutsumi 8, Associates, Inc. 501 Sumner Street, Suite 521 Honolulu, Hawaii 96817 File Name : kaimampm Ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Start Date :04/08/2003 Page No : 2 MAMALAHOA HWY MAMALAHOA HWY KAIMINANI DR Soumbound Westbound NorihDOUnd Eastbound 61art 7me Leh Thru Right Pees Lefl Tlvu Ri9hl Peos MP' LeR Thru Right Peels Lefl Thru Ri9M Peels Int Tdel Total Total ToW Total Peak Hw From 03:30 PM l0 04:75 PM -Peak 1 d 1 Inlersecgon 03:30 PM Voume 0 359 39 0 396 0 0 0 0 0 732 472 0 0 604 110 0 264 3 397 1399 Percent 0.0 90.2 9.8 0.0 0.0 0.0 0.0 0.0 21.9 76.1 0.0 D.0 27.7 0.0 71.5 0.8 04:15 0 B9 9 0 98 0 0 0 0 0 43 127 0 0 t70 26 0 73 2 107 369 Vdume Peak Factor 0.948 High IM. 03:30 PM 04:15 PM 04:00 PM Volume 0 98 6 0 106 0 0 0 0 0 43 127 0 0 770 30 0 75 1 106 Peak Factor 0.939 O.BBB 0.936 Out In Trial 562 398 980 39 359 0 0 Right Thru Left 1 s° i ~ o H J r p ~ z c o NoM y ~ r -4 o a: ~ n ~ /62003 3:30'00 PM c ~ 3 m ~ rv ¢ /8/2003 4:15:00 PM ~ ~ m ~ ,a ~ ~ i unsnirted ~ 0 9 W u n o a p ? r Lefl Thru Ri M Peda 732 472 0 0 ® 60/ 1247 Out In Total MAMALAHOA Austin Tsutsumi & Associates, Inc. 501 Sumner Street, Suite 521 Major Street: Queen Kaahumanu Hwy Honolulu, Hawaii 96817 File Name : palgkam Minor Street: Palani Rd Ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Time of Count 6:30 AM-8:30 AM Start Date :04/0912003 Weather: Cloudy Page No : 1 Grou s Printed- Unshifted QUEEN KAAHUMANU HWY PALANI RD DUEEN KAAHUMANU HWY PALANI RD Southbound Westbound Northbound Eastbound Start Tme Loll TMU Ri9M Patls To~lai Left 1nti RipM Petla To~~ Left Tlxu Ri9M Petls To~tai LM Thru Ri9M Petls Total Total Factor 1.0 1.0 1.0 1.0 7.0 7.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 06:30 AM 8 50 21 0 79 3 55 46 0 104 1B 175 1 1 795 49 18 18 0 85 463 06:45 AM 11 83 19 0 113 5 47 53 2 107 26 757 4 0 787 47 77 23 1 88 489 Total 19 133 40 0 192 8 102 99 2 217 44 326 5 1 376 96 35 41 7 773 952 07:00 AM 27 84 37 0 748 11 54 40 0 705 28 151 3 1 183 56 37 t7 0 104 540 07:75 AM 23 86 42 0 151 5 65 47 0 117 31 159 1 0 191 58 38 26 1 123 582 07:30 AM 28 94 47 0 163 5 78 49 2 734 26 164 3 0 793 55 32 15 0 102 592 07 45 AM 27 70 36 0 133 8 76 64 2 150 21 753 6 1 181 46 32 20 0 98 562 Total 705 334 156 0 595 29 273 200 4 506 106 627 13 2 748 215 733 78 1 427 2276 08:00 AM 19 88 50 1 158 2 80 86 0 168 25 160 7 t 193 48 33 31 2 114 633 08:15 AM 27 98 51 0 176 6 76 e6 0 168 25 755 6 2 788 52 41 25 1 119 651 Gr4ntl Total 170 653 297 1 1127 45 537 471 6 1053 200 128 31 6 1505 477 242 175 5 833 4512 Apptch% 15.2 58.3 26.5 0.7 4.3 50.4 44.7 0.6 13.3 84.3 2.1 0.4 49,3 29.1 21.0 0.6 Total % 3.8 74.5 6.6 0.0 24.8 1.0 71.8 70.4 0.1 23.3 4.4 28.1 0.7 0.7 33.4 9.1 5.4 3.9 0.1 1B.5 Austin Tsutsumi & Associates, Inc. 501 Sumner Street, Suite 521 Honolulu, Hawaii 96817 File Name : palgkam Ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Start Date :04/09/2003 Page No : 2 QUEEN KAAHUMANU HWY PALANI RD DUEEN KAAHUMANU HWY PALANI RD Southboun0 Westbound Northbound Eastbound Start Time Leg Thrv Right Pods ~P' LeR Tnn+ RigN Peds LeR Thrv Right Peds Leit Thrv Right Peds APP IM Tobl Total Total Total Trial Peek Hour From 07:15 Ak1 W OB:OD AM -Peak 1 0(1 Intersectbn 07:15 AM i ~ i Voume 97 336 169 7 605 20 299 246 4 569 103 636 17 2 756 207 135 92 3 437 2369 Percent 16.0 55.9 27.9 0.2 3.5 52.5 43.2 0.7 13.6 83.9 2.2 0.3 47.4 30.9 21.1 0.7 08:00 19 66 50 1 156 2 60 86 0 166 25 160 7 1 193 46 33 31 2 114 633 Voume Peak Factor 10.936 High Int. 07:30 AM 06:00 AM 07:30 AM 07:15 AM Volume 26 94 41 0 163 2 60 66 0 168 26 764 3 0 193 56 36 26 1 123 Peak Factor 0.926 0.847 0.962 0.668 ON In Total 1089 605 1694 169 338 97 1 Right tnr LeR PMs 1 I A O~ N JJ J y N D f~ ..q w Nom ~ n ~F_.k - 4-C m g ~ ° - 2003 7x5:00 AM m u 3 m ~ /92003 8:00:00 AM ~ e ~ ~ o o n ~ UnahRletl ~ -i a ~ a° mg-' ea LeR Thrv Ri M Peds t03 636 17 2 450 758 1208 Out In Total QUEEN KAAHUMANU HWY Austin Tsutsumi & Associates, Inc. 501 Sumner Street, Suite 521 Major Street: Queen Kaahumanu Hwy Honolulu, Hawaii 96817 File Name : palgkpm Minor Street: Palani Rd Ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Time of Count: 3:00 PM-5:00 PM Start Date :04/0812003 Weather. Cloudy Page No : 1 Grou s Prtnled- Unshitted QUEEN KAAHUMANU HWY PALANI RD f]UEEN KAAHUMANU HWY PALANI RD Southbound Westbound Northbound Eastbound Slarl Tune Left Ttau Right PaGS Lefl Tlu~ Righl Patls LM Tlw Righl Petls gyp' LeB TnN Right PEGS Id' Tottl Total Total Tdel Tdal Fedor 1.0 7.0 1.0 7.0 1.0 1.0 1.0 1.0 1.0 1 0 1.0 1.0 7.0 1.0 7.0 1.0 03:00 PM 10 44 38 1 93 5 t8 10 4 37 17 40 2 0 59 18 20 2 0 40 229 03:75 PM 30 144 107 0 281 76 56 35 1 108 41 147 4 7 793 66 60 SB 0 18/ 766 03:30 PM 36 154 t05 1 2% 16 72 41 1 t30 48 156 5 0 209 60 69 56 0 185 82D 173:45 PM 42 147 83 2 274 37 106 39 0 176 33 t27 9 2 171 69 66 60 0 195 816 Total 718 489 333 4 944 68 252 125 6 451 739 470 20 3 632 213 275 176 0 604 2631 04:00 PM 29 162 76 0 267 18 77 34 0 129 51 157 6 0 274 52 86 51 1 193 803 04:t5 PM 48 743 108 2 307 35 81 50 0 166 33 t27 2 0 762 56 76 60 1 193 822 04:30 PM 50 747 105 0 302 20 73 29 0 122 38 129 7 0 174 72 65 82 2 221 818 04:45 PM 49 149 9B 0 2% 23 74 30 0 127 67 748 7 0 222 65 59 64 2 190 835 Total 176 601 387 2 1166 96 305 143 0 544 189 561 22 0 772 245 2B6 260 6 797 3279 Grantl Total 294 1090 720 6 2170 164 557 268 6 995 328 103 42 3 1404 45B 501 436 8 7401 5910 Apprch % 13.9 51.7 34.7 0.3 76.5 56.0 26.9 0.6 23.4 73.4 3.0 0.2 32.7 35.8 31.1 0.4 Total % 5.0 18.4 72.2 0.1 35.7 2.8 9.4 4.5 0.7 t6.8 5.5 17.4 0.7 0.1 23.8 7.7 8.5 7.4 0.1 23.7 Austin Tsutsumi 8 Associates, Inc. 501 Sumner Street, Suite 521 Honolulu, Hawaii 96817 File Name : palgkpm Ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Start Date :04106/2003 Page No :2 QUEEN KAAHUMANU HWY PALANI RD DUEEN KAAHUMANU HWY PALANI RD Southbound Westbound Northbound Eastbound Start Time Loll Tlau Ri9M Petls To~tel Lel1 Thtu Ri9M Pads To~W LeR Tlvu Right Patla Td~a~ left Tleu Riptl Petls APP Inl Total Tool Peak Hour Fmm 03:30 PM to 00:15 PM • Peak 1 d 1 IMersecli0n 03:30 PM Vdume 155 606 372 5 1138 100 336 164 1 601 165 567 22 2 756 237 297 230 2 766 3261 Per9ent 13.6 53.3 32.7 0.4 16.6 55.9 27.3 0.2 21.8 75.0 2.9 0.3 30.9 38.8 30.0 0.3 04:15 48 143 108 2 301 35 81 50 0 166 33 127 2 0 162 56 76 60 1 193 822 Vdume Peak Factor p.gg2 High InL 04:15 PM 03:45 PM 04:00 PM 03:45 PM Vdume 48 143 108 2 301 31 106 39 0 1761 51 157 6 0 2141 69 66 60 0 7951 Peak Factor 0.945 0.854 0.883 0.882 N Out In Taal ® 1138 2106 372 606 155 5 Right Thru Left Petls 1 p1a NOJ 1 ~a~ J I =a ~o Nonh r~ o m NFL 4_c ~ ~Cn /8/2003 3'30:D0 PM ~ c ~ ~r¢~ /82003 4:15:00 PM r N NR' ~ ~%O UIIShI(tGd Om Ne V O 1 4 U I r LeR Thlu Ri M Petls 165 567 22 2 ® 75s ,fiaz Olrt In Tdal QUEEN KAAH MAN HWY Austin Tsutsumi & Associates, Inc. 501 Sumner Street, Suite 521 Major SVee[: Queen Kaahumanu Hwy Honolulu, Hawaii 96817 File Name : kaigkam Minor Street Kaiminani Dr Ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Time of Count: 6:30 AM-8:30 AM Start Date :04/09/2003 Weather. Cloudy Page No : 1 Grou s Pdnted- Unshifled QUEEN KAAHUMANU HwY KAIMINANI DR QUEEN KAAHUMANU HWY Southbound Westbound Northbound Eastbound 51art Tme Leh Thru Right Peds Lea Tlw Right Petla APP" Lett Tleu Right Peds Le8 Thru Right Pads lM Total Total Total Tobl Talal Faaa 1.0 1.0 7.0 t.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 t.0 1.0 1.0 06:30 AM 8 64 0 0 72 54 0 77 0 131 0 178 18 0 i% 0 0 0 0 0 399 06:45 AM 7 73 0 0 80 43 0 48 0 91 D t59 20 0 179 0 0 0 0 0 350 Total 15 137 0 0 152 97 0 125 0 222 0 337 38 0 375 0 0 0 0 0 749 07:00 AM 11 82 0 0 93 54 0 48 0 102 0 123 15 0 138 0 0 D 0 0 333 07:15 AM 7 90 0 0 97 61 0 50 0 111 0 160 15 0 175 0 0 0 0 0 383 07:30 AM 12 t13 0 0 125 66 0 64 0 130 D 162 18 D 180 0 0 0 0 0 435 07'45 AM 8 96 0 0 t04 62 0 49 0 111 0 147 t7 0 164 0 0 0 0 0 379 Total 38 38t 0 0 419 243 0 211 0 454 0 592 65 0 657 0 0 0 0 0 7530 08:00 AM 8 103 0 0 t11 52 0 32 0 !K 0 155 27 0 176 0 0 0 0 0 371 08:15 AM 7 126 0 0 133 51 0 17 0 68 0 734 29 0 163 0 0 0 0 0 364 Grand Total 68 747 0 0 615 443 0 365 0 828 0 128 753 0 1371 0 0 0 0 0 3014 Apprch % 8.3 91.7 0.0 0.0 53.5 0.0 46.5 0.0 0.0 88.8 17.2 0.0 0.0 0.0 0.0 O.D Total% 2.3 24.8 0.0 0.0 27.0 14.7 0.0 72.8 0.0 27.5 0.0 40.4 5.1 0.0 45.5 0.0 0.0 0.0 0.0 0.0 Austin Tsutsumi & Associates, Inc. 501 Sumner Street, Suite 521 Honolulu, Hawaii 96817 File Name : kaigkam Ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Start Date :04/09/2003 Page No : 2 QUEEN KAAHUMANU HWY KAIMINANI DR DUEEN KAAHUMANU FItNY Southbound Westbountl Northbound Eastbound Stan Time Leh Ttxu RipM Petls Lea Thru Riphl Peas La6 TMv Rign Pena ADP" Lell Thru fUpM Peas APP Int Tottl Torol Total Tsai Total Peek Maur From 06:30 AMro09:15 AM-Peakt al Intersec0on 07:15 AM Volume 35 402 0 0 437 241 0 185 0 436 0 624 77 0 695 0 0 0 0 0 1568 Perrznt 8.0 92.0 0.0 0.0 55.3 0.0 44.7 0.0 0.0 89.6 10.2 D.0 O.D 0.0 0.0 D.0 0730 72 113 0 0 125 66 0 64 0 130 0 162 18 0 180 0 0 0 D 0 435 Vaume Peak Factor 0.901 High Int 07:30 AM 07:30 AM 07:3D AM 6:15:00 AM Vdume 12 113 0 0 125 66 0 64 0 7301 0 162 1B 0 1BOI Peak Factor 0.674 0.636 0.965 MA Oul In Trial 679 437 1256 0 402 35 0 Right Thu Lett Pecs 1 ~yJ T z _ f J ~ N Q _O y Npih p O O OL~~ 4-~ m~ 2O z o 003 7:15:00 AM °u S o t 8:00:00 AM r N m K i ~a'-'~ O O t1145t11t1lE 4 m ~m D N ~ N ~ T r Le/l Thu Ri M Pede 0 824 71 0 693 695 1338 Oul In Total EN KAAHUMAN HWY Austin Tsutsumi & Associates, Inc. 501 Sumner Street, Suite 521 Major Street: Queen Kaahumanu Hwy Honolulu, Hawaii 96817 File Name : kaigkpm Minor Street: Kaiminani Dr Ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Time of Count: 3:00 PM-5:00 PM Start Date :04108/2003 Weather: Cloudy Page No : 1 Grou s Printed- Unshifled DUEEN KAAHUMANU HWY KAIMINANI DR DUEEN KAAHUMANU HWY Southbound Westbound Northbound Eastbound Stan Tmw LeR Thru Riphl Petls Td~ Left TMU RipM Petls T~ Lefl Tfeu Ri9M Petls TWapi Left Tteu RipM Petls To1pa1 Tot I Fa1,x 7.0 7.0 7.0 1.0 LO 7.0 7.0 LO 7.0 1.0 1.0 1.0 1.0 7.0 1.0 1.0 03:00 PM 31 173 0 0 204 26 0 6 0 32 0 t34 45 0 t79 0 0 0 0 0 415 03:15 PM 45 198 0 0 243 77 0 22 0 39 0 729 41 0 170 0 0 0 0 D 452 03:30 PM 700 209 0 0 309 22 0 10 0 32 0 139 51 0 190 0 0 0 0 0 531 03:45 PM 75 203 0 0 278 33 0 74 0 47 0 120 7D 0 190 0 0 0 0 0 515 Total 251 783 0 0 1034 98 0 52 0 750 0 522 207 0 729 0 0 0 0 0 1973 04:00 PM 74 181 0 0 255 26 0 76 0 42 0 706 57 0 165 0 0 0 0 0 462 04:15 PM 44 786 0 0 230 26 0 9 0 35 0 126 54 0 180 0 0 0 0 0 445 04:30 PM 57 152 0 0 209 28 0 74 0 42 0 739 67 0 206 0 0 0 0 0 157 04:45 PM 35 155 0 0 790 27 0 11 0 3B 0 111 53 0 164 0 0 0 0 0 392 Total 210 674 0 0 884 107 0 50 0 757 0 4B4 237 0 715 0 0 0 0 0 7756 Carantl Total 461 74~ 0 0 1976 205 0 102 0 307 0 106 438 0 7444 0 0 0 D 0 3669 Apprch % 24.0 76.0 0.0 0.0 66.8 0.0 33.2 0.0 0.0 69.7 30.3 0.0 0.0 0.0 0.0 O.D Total% 1T.6 39.7 0.0 0.0 52.3 5.6 0.0 2.8 0.0 8.4 0.0 27.4 11.9 0.0 39.4 0.0 0.0 0.0 0.0 0.0 Austin Tsutsumi & Associates, Inc. 501 Sumner Street, Suite 521 Honolulu, Hawaii 96817 File Name : kaigkpm Ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Start Date :04/08/2003 Page No : 2 QUEEN KAAHUMANU HWY KAIMINANI DR QUEEN KAAHUMANU HWY Southbound Westbound Northbound Eastbound Start Time Lah Ttw Right Pede To~td Lett TMU Rignt Peda Td LeB Tlrtu Right Peaa Td~ai LeN Thru Right Petla T~I Trial Peak Hour From 03:30 PM to 00:75 PM -Peak 7011 Interse00on 03:30 PM Volume 293 779 0 0 1072 107 0 49 0 156 0 493 232 0 725 D D 0 0 0 1953 Perrxnt 27.3 72.7 0.0 0.0 66.6 0.0 37.4 0.0 D.0 68.0 32.0 O.D 0.0 0.0 0.0 0.0 03:30 100 209 0 0 309 22 0 10 0 32 0 739 51 0 790 0 0 0 0 0 571 Voume PeaHigh Mt 03:30 PM 03:45 PM 03:30 PM 0.919 Volume 100 209 0 0 309 33 0 14 0 47 0 t39 51 0 7901 Peak Factor O.B67 0.630 0.954 Out In Total 542 1072 7674 0 779 293 0 Right Thru Left Peds 1 ~ ms ~ ~A f ~ UO NoM O ~ y 0 O L-~ E~ r• ~ c Z - c ~ 003 3:30:00 PM S e = OD34:15:00 PM n, m r=o u~nmed 0 O v v 0, o m6 a° a c L.eR T7 RIM Pede 0 493 232 0 ® 725 7611 Out In Trial O EN KAAHUMANU HWY Austin Tsutsumi & Associates, Inc. 501 Sumner Stree(, Suite 521 Major Street: Queen Kaahumanu Hwy Honolulu, Hawaii 96817 File Name : airgkam Minor Street: Airport Rd ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Time of Count: 6:30 AM-8:30 AM Start Date :04/09/2003 Weather: Cloudy Page No : 1 Grou s Printed- Unshifted QUEEN KAAHUMANU HWY QUEEN KAAHUMANU HVJY AIRPORT RD Southbound Westbound Northbountl Eastbound Start Tune Leh Tnru Riphl Peda Lefl Thru RipM Petla Ate' Leff Thru RipM Petls Leh Thin RipM Petls APP. i^L Total Total Total Tatel Total Factor 1.0 1.0 i.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 06:30 AM 0 63 5 0 6B 0 0 0 0 0 44 204 0 0 248 13 D 14 0 27 343 06:45 AM 0 64 70 0 74 0 0 0 0 0 49 158 0 0 207 11 0 13 0 24 305 Total 0 127 15 0 142 0 0 0 0 0 93 362 0 0 455 24 0 27 0 51 648 07:00 AM 0 74 74 0 88 0 0 0 0 0 43 130 0 0 173 12 0 t4 0 26 287 OJ:75 AM 0 72 12 0 BI 0 0 0 0 0 48 148 0 0 196 8 0 17 0 25 305 07:30 AM 0 99 25 0 t24 0 0 0 0 0 76 t40 0 0 276 5 0 23 D 28 368 07 45 AM 0 65 16 0 101 D 0 0 0 0 75 133 0 0 208 13 0 17 0 30 339 Total 0 330 67 0 397 0 0 0 0 0 242 551 0 0 793 38 0 71 0 109 1299 OB:00 AM 0 7B 24 0 102 D 0 0 0 0 72 108 0 0 178 23 0 30 0 53 333 08:15 AM 0 83 18 0 107 0 0 0 0 0 46 110 0 0 156 28 0 57 0 79 336 Grand Total 0 618 124 0 742 0 0 0 D 0 453 179 0 0 7582 773 0 179 0 292 2616 Apprch % 0.0 83.3 76.7 0.0 0.0 0.0 0.0 0.0 28.6 71.4 0.0 0.0 38.7 0.0 6t.3 0.0 Total % 0.0 23.6 4.7 0.0 28.4 0.0 0.0 0.0 0.0 0.0 77.3 43.2 0.0 0.0 60.5 4.3 0.0 6.8 0.0 11.2 Austin Tsutsumi 8 Associates, Inc. 501 Sumner Street, Suite 521 Honolulu, Hawaii 96817 File Name : airgkam Ph: (808)533-3646 Fax: (808)526-1267 Site Code :00000000 Start Date :04/09/2003 Page No : 2 QUEEN KAAHUMANU HWY QUEEN KAAHUMANU HWY AIRPORT RD Southbound Westbound Northbound Eastbound Slam Time LM Ttw RIpM Petla LeR Tnru RiBM Petla Left 71vu RipM Peas APP' LeR 1nN RipM Peds IM Total Total Total Total Taal Peak Hour Fran 07:15 AM to06:00 AM -Peak 1 a i Intersection 07:15 AM VoWme 0 334 77 0 411 0 0 0 0 0 271 527 0 0 798 49 0 87 0 136 7345 Percent 0.0 81.3 18.7 0.0 0.0 0.0 O.D 0.0 34.0 66.0 0.0 0.0 36.0 0.0 64.0 0.0 07:30 0 99 25 0 124 0 0 0 0 0 76 740 0 0 276 5 0 23 0 2B 366 Vdume Peak Factor 0.974 Hiph Int 07:30 AM 07:30 AM 06:00 AM Vdume 0 99 25 0 724 0 0 0 0 O 76 140 0 0 0 924 23 0 30 0 0642 Peak Factor 0.629 Oul In Total 576 477 967 77 334 0 0 Right Ttau Lett Petls 1 m°m a~~' 1 A F Y J L~ 0 O NoM ° o °2 rc m ~2 a r_ i9rzoo37:ts:oDAM ; „ ~ m ~ /9/2003 6:DO:oD AM m o ~ rc O ~ ° v Unshifted ° y w ~o 60 o-°° °6 4-, i r Left Tfuu R' M Petls z 1 sz7 D o 421 796 1219 Out In Total QU N KAAH MANU HVJY Austin Tsutsumi & Associates, Inc. 501 Sumner Street, Suite 521 Major Street: Queen Kaahumanu Hwy Honolulu, Hawaii 96817 File Name : airgkpm Minor Street: Airport Rd Ph: (808)533-3646 Fax: (608)526-1267 Site Code :00000000 Time of Count: 3:00 PM-5:00 PM Start Date :04/08/2003 Weather: Cloudy Page No : 1 Grou s Printed- Unshifted QUEEN KAAHUMANU HWY QUEEN KAAHUMANU HWY AIRPORT RD Southbound Westbound Northbound Eastbound Stan Tune LM Thru Right Pena Lett Thru RIgM Petla gyp' Left Tiw Right Peds Le8 Thru Right Pe0.a ~P' l^t Total Total Trial Total Total Fapor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 t0 1.0 7.0 1.0 1.0 1.0 1.0 1.0 t.0 03:00 PM 0 }55 }6 0 175 0 0 0 0 9 32 110 0 0 142 30 0 63 0 93 406 03:t5 PM 0 183 16 0 799 0 0 0 0 0 37 110 0 0 747 77 0 50 0 67 413 03:30 PM 0 225 17 0 242 0 0 0 0 0 52 703 0 0 155 20 0 96 0 116 513 03:45 PM 0 234 12 0 246 0 0 0 0 0 28 97 0 0 125 23 0 47 0 70 441 Total 0 797 61 0 858 0 0 0 0 0 149 020 0 0 569 90 0 256 0 346 7773 04:00 PM 0 195 15 0 210 0 0 0 0 0 30 98 0 0 t28 27 0 55 0 82 420 04:15 PM 0 170 12 0 182 0 0 0 0 0 25 114 0 0 t39 25 0 53 0 78 399 04:30 PM D 162 7 0 169 0 0 0 0 0 27 127 0 0 754 22 0 51 0 73 396 04:45 PM 0 159 5 0 761 0 0 0 0 0 34 93 0 0 127 16 0 37 0 47 338 Total 0 686 39 0 725 0 0 0 0 0 116 432 0 0 548 90 0 790 0 280 1553 Grand Total 0 743 100 0 1583 0 0 0 0 0 265 852 0 0 7177 180 0 446 0 626 3326 Approh % 0.0 93.7 6.3 0.0 0.0 0.0 0.0 0.0 23.7 76.3 0.0 0.0 28.8 0.0 71.2 0.0 Total% 0.0 44.6 3.0 0.0 47.6 0.0 0.0 0.0 0.0 0.0 8.0 25.6 0.0 0.0 33.6 5.4 0.0 13.4 0.0 18.8 Austin Tsutsumi 8 Associates, Inc. 501 Sumner Street, Suite 521 Honolulu, Hawaii 96817 File Name : airgkpm Ph: (808)533-3646 Fax: (808)526-1267 Sae Code :00000000 Start Date :04/08/2003 Page No : 2 QUEEN KAAHUMANU HWY QUEEN KMHUMANU HWY AIRPORT RD Southbound Westbound Northbound Eastbound Stan Time Left Thru Right Psds ~P' Left 'fhru Right Peds LM Tfw Right Peels Left Ttw Right Peels NL Taal Total Total Taal Taal Peak Hour From 03:30 PM to 04:75 PM -Peak 1 a 1 Irderseciion 03:30 PM Vaume 0 624 56 0 680 0 0 0 0 0 135 412 0 0 547 95 0 251 0 346 1773 Permnt 0.0 93.6 6.4 0.0 0.0 0.0 '0.0 0.0 24.7 75.3 0.0 0.0 27.5 0.0 72.5 0.0 03:30 0 225 17 0 242 0 0 0 0 0 52 103 0 0 155 20 0 96 0 116 513 Voume Peak Factor 03:30 PM 03:30 PM O.B64 High Int 03:15 PM Volume 0 234 12 0 246 0 0 0 0 O 52 103 0 0 0.862 20 0 96 0 O 746 Peak Factor 0.694 Out In Taal 507 660 7367 56 824 0 0 Rigght Thru LIeR Peds ~ 1 ~ O 0 0 ~ North ~ ~ e ~2 a~tl' 33:30:00 PM ' Sd a .`n r 003 4:15:00 PM r o 3 a n~ rho u 0~ c Unstinted 9 a a" ° o eo T r Left Thru Ri~ M Peels 135 412 0 0 1075 547 1622 Out In Tool U EN KAAHUMANU HVJV Neache z: Overcast Austin Tsutsumi and Associates, Inc. Street: Project Driveway 501 Sunnier Street, Sui[e 521 Si[e Code 000000001000 Direction: WH 6 EB Honolulu, Hawaii 9661] Star[ Date: 04/08/2003 Counter 4.2 Ph: (8081533-3646 Fax: (808)526-126] File 1.D. 42 Page 1 Begin EB W8 Combined > Tuesday Time A.M. P.M. A.M. P.M. A.M. P.M. 12:00 04 08 ' 1 ' 1 ' 2 12:15 ' 0 ' 1 ' 1 12:30 ' 0 1 ' 1 12:45 • ' 2 3 • • 2 5 ' • 9 8 01:00 4 1 ' S O 1 :15 • o • 1 • 1 01:30 ' 0 • 0 0 01:95 • • 0 4 • • 4 6 • • 4 10 02:00 3 • 5 8 02:15 4 • 2 • 6 02:30 • 2 • 1 ' 3 02:45 • • 2 11 • • 1 9 ' 3 20 03:00 • 1 • 2 • 3 03:15 1 • 1 • 2 03:30 ' B 3 • 11 03:45 • ` 0 30 • • 6 12 ' 6 22 04:00 • 5 • 5 10 09:15 1 2 ' 3 04:30 • 2 • 1 • 3 04:95 • • 1 9 • 2 10 • • 3 19 OS:OO • 0 • 9 4 05:15 • 1 • 9 ' S 05:30 2 2 • 4 05:45 • • 1 4 • • 1 11 ' ' 2 15 06:00 • 3 * 0 • 3 06:15 4 • 0 • 4 06:30 0 ' 0 ' 0 06:45 • • 1 B • • o • • 1 8 0]:00 • 3 • 1 4 0'1:15 • B • 0 B 0]:30 • 0 • 0 • 0 0]:45 • • 0 11 • ' 0 1 • • 0 12 08:00 0 0 • 0 08:15 0 1 • 1 08:30 1 1 • 2 OB :45 • 0 1 ` • 1 3 • ' 1 4 09:00 • 1 • 2 3 09:15 • 1 • I 2 09:30 • 0 • 0 ' 0 09:45 • • 0 2 • ' D 3 • ' 0 5 lo:oo o o • o lo:ls ' o • o o 10:30 3 0 2 0 5 0 10:45 2 5 0 0 2 0 2 ] 0 ' 11:00 5 0 4 0 9 0 11 :15 2 0 3 0 5 0 11:30 3 0 5 0 B 0 11:45 1 11 0 3 15 0 9 26 0 Tot a16 16 63 1] 60 33 123 Day Totals ]9 156 Sp 1'C i 48 4k 51.2k 51.5k 48.]k Peak Hour 10:30 03:15 11:00 03:30 11:00 03:30 Volume 12 14 15 16 26 30 P.H.F. .6 .43 .75 .66 .72 .68 Weather: Overcast Aus[in Tsu[sumi and Associates, Int. Street: Project Driveway 501 Sumner S[reet, Suite 521 Si[e Code 000000001000 Direction: WB 6 EH Honolulu, Hawaii 9681'1 Start Date: 09/08/2003 Counter 4 2 Ph: (608)533-3646 Fax: (808)526-3267 File 1.D . 92 Page 2 Begin EB WB Combr ed wedn d y Time A.M. P.M. A.M. P.M. A.MO P.M. 12:00 04 D9 0 • 0 • • 12 :1s o o ° + 12:30 0 • 0 0 • • • 12:45 0 • • 0 + : 0 • Dl :Dp o • ° ° • of :ls o + D D 01:30 0 • 0 • 0 • • 01:95 0 + 0 • • 0 02:00 0 • 0 + 0 02:15 0 • 0 • 0 02:30 0 • 0 • p + . oz:as o p o + 03:00 0 0 0 03:15 1 • 1 • 2 + 03:30 0 • 0 • 0 03:99 0 1 1 2 • 1 3 09:00 1 • 0 + 1 e 04:15 0 • p • 0 04:30 0 • 0 0 04:45 0 1 • 0 + • 0 1 05:00 0 0 • 0 • 05:19 0 • 0 • 0 05:30 0 + 0 • 0 + + 05:95 1 1 • 2 2 • 3 3 06:00 0 • 1 • 1 06:15 0 • 2 • 2 06:30 2 • 3 B • 06:45 2 4 + 6 12 • B 16 • 0"1:00 1 • 3 • 4 0'1:15 0 3 • 3 0'1:30 1 • 4 • 6 • • 07:95 1 3 1 11 • 2 19 • 08:00 4 2 + 6 OB:15 1 0 • 1 OB :30 2 ' 0 + 2 08:45 1 B • 3 5 4 13 • 09:00 1 • 3 • 4 • 09:15 0 ] • 7 + 09:30 2 2 • 4 . • 09:45 5 8 1 13 • 6 21 • 10:00 2 1 • 3 10:15 3 • 0 3 10:30 1 • 5 • 6 + 10:45 3 9 • 2 8 • 5 17 • 11:00 7 7 • 19 11:15 0 6 • 6 13:30 5 • 1 • 6 11:45 4 16 2 16 • 6 32 Totals 51 0 69 0 120 0 Day Totals 91 69 120 1't 4 42 59 6].69 Peak Aour 11:00 10:30 11:00 Volume 16 20 32 P.B.F. .6] .73 .67 Weather: Overcast Austin Taut sumi and Associates, Inc. Street: Mamalahoa Highway 501 Sumner Street, Suite 521 Site Code 000000002000 Direction: BB Honolulu, Hawaii 96817 Start Dale: 04/08/2003 Counter M: 2.2 Ph: (608)533-3646 Fax: (BOB)526-126] File Z.D. 22 Pa e 1 Hegin <------Qua rtez Hour Hour Time 1st 2nd 3rd ath Total Each • E ale 25 Vehicles 12:00 04 OB • • • 03:00 • 02:00 • • 03:00 • • • 04:00 os:oo • • • 06:00 • 07:00 • • • • 08:00 • • * + 09:00 • * • 10:00 • + 31 11:00 38 34 38 49 159 12:00 2B 40 46 49 163 01:00 25 31 41 40 13] • 02:00 38 63 33 37 1]1 • 03:00 39 38 3] 51 165 04:00 55 36 53 39 1B3 05:00 44 57 37 25 363 • 06:00 37 36 2]. 26 126 07:00 17 19 16 22 79 OB:00 ] 9 11 9 36 09:00 B 30 8 5 31 10:00 9 1 4' 9 18 • 11:00 4 2 9 1 11 Total 143] AM Peak The AM peak hour began 11:49. The peak volume was 163. The largest interval began 11:45, and contained 49 vehicles. The peak hour factor was .B3 PM Peak The PM peak hour began 03:45. The peak volume was 195. The largest interval began 09:00, and contained 55 vehicles. The peak hour factor was .B9 Weather: Overcast Auetin Ssvtsumi and Associates, Inc. St reef: Mamalahoa Highway 501 Sunnier Street, Suite 521 Site Code 000000002000 Direction: SH Honolulu, Hawaii 9681] Start Date: 09/08/2003 Counter M: 2.2 Ph: 1808)533-3646 Pax: (808)526-126] pile I.D . 22 Page 2 Hegin <------Quarter Hour Hour Time 1st 2nd 3rd 4th Total Each • E als 29 Vehicles 12:00 04 09 1 1 0 1 3 01:00 1 0 1 0 2 02:00 0 0 1 0 1 03:00 1 2 1 2 6 04:00 3 4 3 8 18 05:00 ] 1B 11 23 59 06:00 30 29 4] 4] 153 0]:00 38 62 68 59 222 06:00 31 35 34 3] 13] 09:00 39 39 32 44 149 ' 10:00 38 39 2] 41 195 ' 11:00 30 36 90 12:00 01:00 02:00 03:00 04:00 • " • • 05:00 • • 06:00 • • • 0]:00 08:00 • • • 09:00 ' • lo:oo u:oo Total 895 AM Peak The AM peak hour began 0]:00. The peak volume was 222. The largest interval began 0'1:30, and contained 68 vehicles. The peak hour factor was .82 PM Peak There was not enough data to calculate the PM peak hour. Weather: Overcast Austin Tsutsumi and Aasociatee, Inc. Street: Mamalahoa Highway 501 Sumnez Street, Suite 521 Site Code 000000003000 Direc[on: NB Honolulu, Hawaii 9681] Start Date: 04/08/2003 Counter N: 2.5 Ph: (808)533-3696 Fax: (808)526-1267 File I.D. 25 Page 1 Hegin ]]3 ______>c______ pq ______>c______COmbnned Tuesday . Time A.M. P.M. A.M. P.M. A.M. P.M. 12:00 04 D8 35 1 • 36 12:15 ` 31 • 0 • 31 12:30 • 42 • 1 • 43 12:45 • • 57 165 • ` 3 5 ' * 6D 170 01:00 24 ` 2 • 26 01:15 ` 47 • 2 • 99 03:30 • 30 • 0 ` 30 01:45 • • 96 147 ` ' 3 7 • • 99 154 02:00 • 3B • 2 • 40 02:15 37 1 • 38 02:30 37 ` 1 • 3H 02:45 • • 47 159 • 1 5 • 9B 164 03:00 • 43 • 0 * 93 03:15 * 54 3 • 57 03:30 • 97 • 2 49 03:45 • • 56 200 • ' 3 B • 59 208 09:00 • 52 • 1 53 04:15 93 • 3 • 46 09:30 • 54 • 2 • 56 04:45 • • 44 193 • 2 8 • 46 201 05:00 • 36 4 • 40 05:15 41 • 2 • 43 05:30 45 • 2 47 05:45 • • 34 156 • • 0 6 • 34 164 06:00 • 37 0 37 06:15 • 27 1 • 28 06:30 ` 20 • 0 • 20 06:45 • • 16 100 • 1 2 • • 1] 102 07:00 • 19 • 1 • 2D 0]:15 13 • 0 • 13 0]:30 19 • D • 19 0]:45 • 13 64 • * 0 I • 13 65 08:00 • 17 0 • 17 08:15 • e • 0 • B OB:30 • 9 • 0 • 9 OB:45 • • 12 46 • • 0 • ' 12 96 09:00 • 22 • 1 • 23 09:15 • 10 • 0 • 10 09:30 • 9 • 0 • 9 09:45 • ` 10 51 • ' 0 1 • • 10 52 lo:oo • la o la lo:ls a • 1 • s 10:30 • 5 1 • 6 10:45 7 ] 6 29 4 9 D 2 11 11 6 31 11:00 31 6 2 0 33 6 11:15 34 4 3 0 37 4 11:30 38 7 4 0 42 7 11:45 34 13] 3 20 3 12 0 3] 149 3 20 Totals 144 1330 16 4] 160 1377 Day Totals 1474 63 1537 Split f 90.0! 96.Sk l0.OF 3.4k P¢ak Hour 11:00 03:15 10:45 09:15 11:00 03:15 Volume 137 209 13 11 149 218 P.H.F. .90 .93 .B1 .6B .0H .92 Heather: Overcast Austin Tsutsumi and Associates, Inc. St reef: Manor lahoa Nighway 501 Sumner Street, Suite 521 Site Code 000000003000 Di rectos: NH Honolulu, Hawaii 96817 Start Date: 04/08/2003 Counter M: 2.9 Ph: (8081533-3646 Fax: (800)526-1267 File I.D. 29 Page 2 Heg1n TH - LT -----~>c------COmbined Wednesday Time A.M. P.M. A.M. P.M. A.M. P.M. 12:00 04 09 1 • 0 • 1 12 :1s 1 " 0 • 1 • 12:30 1 • 0 ' 1 12:95 0 3 • 0 • • 0 3 ' " 01:00 0 0 ' 0 • 01:15 0 ' 0 • 0 • 01:30 1 • 0 ' 1 ol:as o 1 o 0 1 • oz:oo o • o o o2:ls 1 o 1 a2 :3o o o o 02:95 1 2 0 * • 1 2 • 03:00 0 • 0 ' 0 03:15 3 • 2 • 9 03:30 3 • 0 • 3 03:45 1 7 ' 1 3 ' 2 10 oa:oo o o o oa :ls 4 0 • 9 • Da:3o z a • z 04:45 13 19 • 0 • • 13 19 • ' 05:00 9 ' 0 • 9 osas to o la 05:30 13 ' 0 • 13 05 :4s 24 56 • 1 1 • 25 s7 • • 06:00 29 • 1 30 06:16 32 • 3 ' 3s 06:30 27 • 6 • 33 • 06:95 39 122 9 19 • 38 136 07:00 61 • 2 63 07:15 65 1 • 66 07:30 34 3 ' 37 07:95 41 201 ' 1 7 42 208 OB:00 45 ' 1 46 08:15 64 ' 1 * 65 08:30 34 ' 0 34 08:49 36 179 ' 2 4 • • 38 183 • ' 09:00 36 3 • 39 09:15 42 ' 2 • 49 ' 09:30 22 • 0 * 22 09:45 30 130 • • 2 7 • " 32 137 • + 10:00 27 • 0 • 27 ' 10:15 31 • 1 • 32 • 10:30 s6 ' 2 58 • 10:45 30 149 * • 0 3 • • 30 147 • • 11:00 36 ' 0 36 11:19 38 ' B • 96 11:30 97 0 • 97 11:45 129 Totals 985 0 97 - 0 1032 0 Day Totals 985 47 1032 Split 4 9s .44 4.s4 Peak Hour 07:00 06:19 07:00 Volume 201 15 208 P.H.F. .77 .62 .78 Weather: Overcast Austin Tsutsumi and Aes ocia[es, Inc. Street: Palani Street 501 Sumner Street, Suite 521 Site Code 000000000000 Direction: W8 6 E8 Honolulu, Hawaii 9681] Start Date: 04/08/2003 Counter R: 2.1 Ph: (BO 8)533-3696 Fax: (000)526-1267 File I.D. 21 Page 1 Begin WH EB Combined > Tuesday Time A.M. P.M. A.M. P.M. A.M. P.M. 12:00 04 OB • 90 • 97 ` B7 12:15 91 ` 38 • 79 12:30 ' S1 ` 47 • 9B 12:45 * • 62 194 • ' 4D 172 ' 102 366 01:00 30 ' 37 • 67 01:15 * 43 • 96 89 01:30 43 SB • 301 01:95 • • 39 150 • • 96 107 • ` BO 33] 02:00 42 55 • 97 02:15 ' 34 • 57 91 02:30 37 59 • 96 02:g5 • 27 140 • ' 62 233 • B9 373 03:00 • 39 70 • 104 03:15 35 • B9 119 03:30 ` 36 130 • 174 03:45 ' 94 149 • • 141 433 • • 185 582 04:00 ' 46 • 132 • 1]B 04:15 • 37 • 107 * 144 04:30 41 * 121 162 04:45 • ` 39 150 • B9 449 • • 123 607 05:00 • 31 ' 86 • 117 05:15 • 31 • 97 • 128 D5 :30 38 • 80 * 118 05:45 ` • 30 130 • 73 336 • ' 103 466 06:00 • 43 73 • 116 06:15 38 • 69 107 06:30 • 27 • 61 BB 06:45 • 2D 128 * 59 257 • 74 385 07:00 ` 18 ` 55 73 0]:15 • 30 52 • 82 07:30 * 17 • 37 54 07:45 ' • 1] 82 ` • 34 178 • 51 260 OB:00 18 • 38 * 56 08:15 ] 39 • 46 08:30 13 33 96 08:95 • * 11 49 • ` 3] 147 ` ' 98 196 09:00 • 10 • 3] ` 47 09:15 • 8 32 • 40 09:30 • B 20 • 28 99:a5 37 a7 8 3a 23 2a 25 114 6n 50 33 148 10:00 47 4 33 92 80 96 10:15 51 16 90 21 91 37 10:30 55 8 39 2B 89 36 10:45 99 202 3 31 43 150 20 111 92 352 23 142 11:00 41 9 46 16 87 20 11:15 43 2 32 15 75 17 11:30 92 5 42 11 B4 16 11:45 43 169 B 19 41 161 8 50 84 330 16 69 Totals 408 1264 339 2667 742 3931 nay Totals 16]2 3001 4673 d plit 4 59.91 32.14 45.04 6].Bk Peak Hour 10:00 12:00 10:15 03:30 10:15 03:30 Volume 202 199 163 518 359 601 P.H.F. .91 .7B .88 .91 .97 .92 Weather: Overca s[ Austin Tsu[sumi and Associates, Inc. St reel: Palani Street 501 Bomner St reel, Suite 521 Site Code 000000000000 Diiec[iOn: WB 6 EB HonOllllu, Hawaii 9681] S[azt Date: 04/08/2003 Counter A: 2.1 Ph: (808)533-3646 Fax: (808)526-1267 File I.D. 21 Page 2 Begin WB EB _____~><______COmb4ned > Wednesday . Time A.M. P.M. A.M. P.M. A.M. P.M. 12:00 04/09 1 6 ] • 12:15 4 • 9 • 13 ' 12:30 3 • 2 • 5 • 12:95 3 11 • 3 20 • 6 31 • • 01:00 1 • 3 4 ' 01:15 1 5 ' 6 01:30 4 • 5 • 9 01:95 1 7 0 13 • 1 20 02:00 0 • 2 • 2 + ' 02:15 1 2 • 3 ' 02:30 0 4 • 4 • 02:45 1 2 • 4 12 • 5 14 03:00 2 • 0 • 2 • 03:15 6 • 2 ~ 8 • 03:30 1 • 1 • 2 • 03:45 4 13 2 5 • 6 18 04:00 6 • 0 • 6 O9:ls 11 1 ' 12 ' 09:30 11 • 0 ' 11 04:45 16 99 2 3 ' 18 47 • ' 05:00 18 • 3 21 ' 05:15 42 • 3 • 45 05:30 52 • 6 58 05:4s 63 175 14 26 • 77 201 06:00 101 • 23 • 124 06:15 11D • 2] • 137 06:30 131 • 38 169 06:45 98 440 • 29 117 • 127 557 • • 0]:00 103 • 25 • 120 • 0]:ls 112 28 • 190 07:30 136 • 38 • 174 07:95 10] 950 ' 30 121 • 13] 579 OB:00 B3 ' 30 • 113 08:15 73 * 31 • 104 08:30 64 • 33 • 97 00:45 75 295 21 115 96 410 • • 09:00 55 • 29 • 84 09:15 47 • 32 • 79 09:30 49 • 30 79 09:45 43 194 ' 33 129 76 310 10:00 43 * 19 • 62 10:15 94 • 11 * 55 • 10:30 3B 5 43 • 10:45 42 167 43 7B BS 245 11:00 48 48 • 96 ll:ls ' ' ' • ' 11:30 • ' • 11:45 96 Totals 1854 0 682 0 2536 0 Oay Totals 1859 602 2536 Spl't } 73.1} 26.8} Peak Hour 0]:00 07:30 07:00 Volume 450 129 579 P.H.F. .89 .84 .83 i Heather: Overcast Austin Tautsumi and Associates, Ine. S[ree[: Queen Haahumanu Hwy 501 Sumnez Street, Suite 521 Site Code 000000000001 Direction: SH Honolulu, Hawaii 96817 Staii Date: 04/08/2003 Counter 2.3 Ph: (8081533-3646 Fax: (8081526-1267 Pile I.D. 23 Page 1 Begin TH LT _____~><______COmbined Tuesday Time A.M. P.M. A.M. P.M. A.M. P.M. 12:00 04/08 ' 129 18 147 12:15 135 11 • 196 12:30 • 151 • 19 • 165 12:45 • • 139 554 ' • 13 56 • ' 152 610 01:00 • 132 • 21 • 153 01:15 ' 192 10 ' 152 01:30 • 143 • 25 ' 168 01:45 ' • 100 597 ' 20 76 ' 200 673 02:00 182 • 24 ' 206 02:15 165 * 26 * 191 02:30 • 198 • 26 • 224 02:45 ' • 1'19 724 • 29 100 • ' 203 029 ' 03:00 199 * 32 • 231 03:15 201 95 • 246 03:30 * 225 • 89 • 314 03:95 ' • 210 835 • 73 239 • • 283 1074 04:00 • 193 ' 73 • 266 04:15 195 42 ' 237 04:30 • 169 53 • 217 09:95 • • 162 "114 • • 39 202 ' 196 916 05:00 175 32 207 05:15 139 34 • 173 05:30 • 142 27 169 05:95 • 119 575 • • 26 119 • ' 195 699 06:00 • 144 • 19 • 163 06:15 110 • 27 ' 137 06:30 85 ' 21 ' 106 06:95 ' 69 908 ' 13 80 ' • 82 988 07:00 • 80 ' 18 9B 07:15 • 87 • 15 • 102 0]:30 88 • 11 • 99 07:45 • 79 334 • • 10 59 ' 09 388 OB:00 • 57 ' 30 67 08:15 79 17 ' 96 08:30 59 • 21 80 08:45 ' 39 239 • • 9 57 ' • 48 291 09:00 • 35 16 * 51 09:15 51 40 49 13 100 53 09:30 138 46 9 8 147 54 09:45 158 397 48 169 19 72 19 56 172 419 67 225 10:00 129 63 7 21 136 84 10:15 125 44 17 10 142 54 10:30 132 26 12 7 144 33 10:45 123 509 19 152 12 48 B 46 135 557 27 198 11:00 147 16 13 12 160 2B 11:15 126 22 14 ] 140 29 11:30 121 10 12 5 133 15 11:45 128 522 18 66 14 53 3 27 192 575 21 93 Totals 1378 5362 173 1112 1551 6974 Day Totals 6740 1285 8025 Sulit k e8.ek 82.Bk 11 .1k 17.1k Peak Hour 09:30 03:00 09:15 03:15 09:30 03:15 Volume 550 835 79 280 597 1109 P.H.F. .87 .92 .40 .7B .86 .BB f Heather: Overcast Austin Teutsumi and Aesoci aces, Inc. Street: Queen Kaahumanu Hwy 501 Sumner Street, Suite 521 Site Code 000000000001 D1ree[ion: SB Honolulu, Hawaii 96017 Start Date: 04/08/2003 Counter 2.3 Ph: )000)533-3646 Fax: )000)526-1267 File I.D. 23 Page 2 Begin Ty 1,T ______>~______COmbaned Wednesday lime A.M. P.M. A.M. P.M. A.M. P.M. 12:00 09 09 13 ' 2 • 15 ' 12:15 8 2 • 10 ' 12:30 11 ' 2 • 13 12:45 3 35 ' 1 ] • 4 42 • 01:00 5 0 5 01:15 5 • 9 ` 9 ` 01:30 3 • 2 ` 5 01:45 2 15 0 6 • 2 21 • ' ' 02:00 5 1 • 6 ' ' o2:ls 2 ` o 2 ' o2:3a 3 2 S ' 02:45 9 19 1 9 ' 10 23 ' 03:00 3 • 0 ' 3 03:15 2 0 ` 2 03:30 8 1 9 03:95 3 16 • 0 1 • 3 17 • ' 04:00 3 0 • 3 04:15 9 • 2 ' 6 ' 04:30 6 • 2 B ' 04:45 21 34 • 0 4 ' 21 38 * • 05:00 16 • 3 • 19 05:15 25 ' 1 • 26 05:30 34 • 6 ' 90 05:45 31 106 7 1] ' 38 123 06:00 49 • 5 54 ' 06:15 49 • B S2 06:30 76 ` 30 86 06:45 79 240 ] 30 ' 86 278 07:00 80 B ` BB 0]:15 92 • B 100 • 0]:30 111 • 12 123 ' 07:45 107 390 B 36 ' 115 926 08:00 102 12 • 119 OB:15 142 • B • 150 ' 08:30 109 • 9 • 113 OB:95 140 908 • 8 37 198 525 ' 09:00 131 • 18 ' 199 ` 09:15 129 5 139 ' 09:30 129 • 12 141 09:45 131 520 • 12 47 • 143 567 ' 10:00 142 • 11 153 • 10:15 113 ' 9 • 122 10:30 158 ' 12 • 1]0 10:45 156 569 ' 19 51 ' 1]5 620 11:00 132 ' 15 ' 14'1 11:15 11] • 20 139 11:30 • • ' ` 11:45 209 Totals 2689 0 2]5 0 2964 0 Day Totals 2609 295 2969 Spl'C t 90 74 9.29 Peak Hour 10:00 10:30 10:30 Volume 569 66 629 P.H.F. .90 .82 .89 Weather: Overcast Austin Tsut sumi and Associates, Inc. Street: Queen Xaahumanu Hwy 501 Sumner Street, Suite 521 Site Code 000000000400 Direction: NB Honolulu, Hawaii 96817 Star[ Dale: 09/08/2003 Counter k: 4.1 Ph: (BOB)533-3646 Fax: (808)526-1267 File I.D. 43 Page 1 Hegin ~------Quar[ez Hour Hour Time 1st 2nd 3rd 4th Total Each + Equals 25 Vehicles 12:00 04/08 ' ' 01:00 • * + • 02:00 • • • ' 03:00 ` * ' + ' 04:00 • • os:oo 06:00 • • • 07:00 • oe:oo • ' 09:00 ' * • 29 • 10:00 130 166 181 161 638 11:00 151 166 159 195 666 12:00 162 169 186 18] 698 + + 01:00 189 186 155 168 698 02:00 169 172 153 181 675 03:00 186 194 163 186 729 • + 09:00 182 210 190 166 748 05:00 189 160 161 158 668 • 06:00 128 119 104 127 478 • 07:00 121 105 102 90 418 + 08:00 107 72 69 79 327 09:00 76 67 a8 37 228 + 10:00 37 50 24 19 130 11:00 23 16 13 10 62 Total 7163 AM Peak The AM peak hour began 11:45. The peak volume was 712. The largest iaterval began 11:45, and contained 195 vehicles. The peak hour factor was .91 PM Peak The PM peak hour began 03:45. The peak volume was 768. The largest interval began 09:15, and contained 210 vehicles. The peak hour factor was .91 Weather: Wercast Austin Tsut sumi and Associates, Inc. Street: Queen Raahumanu Hwy 901 Suer Street, Suite 521 SS[e Code 000000000900 Direction: NB Honolulu, Hawaii 9681] Start Date: 04/08/2003 Counter 4.1 Ph: (S OB)933-3696 Fax: 180&)926-126] File I.D. 91 Page 2 Begin .------Qua tier Hour Hour Time 1st 2nd 3rd 4th Total Eaeh • E is 29 Vehicles 12:00 04 09 10 19 9 9 35 01:00 2 9 2 4 17 02:00 9 6 8 3 23 03:00 11 9 14 20 50 04:00 28 36 41 61 166 • 05:00 72 109 116 186 4]B • 06:00 201 191 1&3 163 73& • • 0]:00 17S 173 1&9 1]2 712 • • 0&:00 1S4 la3 19& 192 637 • • 09:00 133 128 116 194 921 • 10:00 125 ]64 149 170 603 u:oo 12:00 01:00 o2:oa • o3:ao • 09:00 09:00 • • • • 06:00 07:00 09:00 • • 10:00 • • 11:00 " • • • • ' Total 3980 AM Peak The AM peak hour De9an 09:99. The peak volume was ]61. The largest interval began 06:00, and contained 201 vehicles. The peak hour Eactor was .99 PM Peak There was not enough data to calculate the PM peak hour. ATA pY CIVIL FNG NEEF6 6S 38 YN'V EYGPfNC. APPENDIX B LEVEL OF SERVICE CRITERIA LEVEL OF SERVICE OF SIGNALIZED INTERSECTIONS (HCM 2000) Level of service for signalized intersections is defined in terms of delay, which is a measure of driver discomfort, frustration, fuel consumption and lost travel time. Specifically, level-of-service criteria are stated in terms of the average stopped delay per vehicle fora 15-minute analysis period. The criteria are given in Table A-1. Table A-1. Level-of Service Criteria for Signalized Intersections Level of Service Stopped Delay per Vehicle (sec. ) A <10 B > 10 and < 20 C > 20 and 35 D > 35 and 55 E >55 and 80 F >80 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. Using the HCM calculation procedure, LOS is determined for each individual approach, as well as for the intersection as a whole. Level-of-service A describes operations with very low delay, up to 10.0 seconds per vehicle. This level of service occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. Level-of-service B describes operations with delay greater than 10.0 and up to 20.0 seconds per vehicle. This generally occurs with good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. Level-of-service C describes operations with delay greater than 20.0 and up to 35.0 seconds per vehicle. These higher delays may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear in this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. Level-of-service D describes operations with delay greater than 35.0 and up to 55.0 seconds per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. Level-of-service E describes operations with delay greater than 55.0 and up to 80.0 seconds per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths and high v/c ratios. Individual cycle failures are frequent occurrences. Level-of-service F describes operations with delay in excess of 80.0 seconds per vehicle. This is considered to be unacceptable to most drivers. This condition often occurs with oversaturation, i.e., when arrival flow rates exceed the capacity of the intersection. It may also occur at high v/c ratios below 1.00 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS (HCM 2000) The level of service criteria for unsignalized intersections is defined as the average total delay, in seconds per vehicle. As used here, total delay is defined as the total elapsed time from when a vehicle stops at the end of the queue until the vehicle departs from the stop line; this time includes the time required for the vehicle to travel from the last-in- queue position to the first-in-queue position. 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 Total Delay (sec/veh) A 10 B >10 and <_15 C >15 and s25 D >25 and <_35 E >35 and <_50 F > 50 ATA •u mvNV crveirvee as as sa uesv eroasrve APPENDIX C LEVEL OF SERVICE CALCULATIONS ATA nu crvN~ sas?wssas sss uav evo asa c. APPENDIX C LEVEL OF SERVICE CALCULATIONS • Existing Conditions CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET Analysis Summary General Information Site Information Analyri EV Jurisdiction/Date KONA 6/13/2003 Agenry ar Company ATA Major Street MAMALAHOA HWY Analysis Period/Year AM PEAK 2003 Mirror Sueet PROJECT ACCESS Comment Input Data Lane Conligura0on SB NB EB WB Lane 1 (curb) TR T LR Lane 2 L Lane 3 SB NB EB WB Maement 1 (LT) 2 (TH) 3 (Rn 4 lL1) 5 (TH) 6 (RT) 7 (Ln R QH) 9 (RT) 10 (Ln 11 (TH) 12 (RD f i Volume (vehlh) 215 ] 8 185 1 9 PHF 9 9 9 9 9 9 Proportion of heavy vehicles, HV 3 3 3 3 3 3 I Flow rate 239 1 9 1206 1 10 Ftare storage o. vEhs) - ' 0 Median riorage of vehs) 0 Signal upriream of Movemem 2 ft Movement 5 R I I Length d study period (h) ~26 Output Data Larre Movement Flow Rate Capacity v/c Queue Length Comrol Delay LOS Approach (vehlh) (veh/h) (veh) (s) Dela and LOS 1 LR ll 766 .014 Q 9.8 A 9.8 EB 2 A 3 1 WB 2 3 Cl L) 9 1321 .007 7.7 A HiCAP 2000 TM 1 of 1 a>Ca[alina Engineering. Inc. CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET Analysis Summary General Information Site Information Analyst TL Jurisdiction/Date KONA 6/13/2003 Agency w Company ATA Major Street MAMALAHOA HWY Analysis PerioNYear PM PEAK 2003 Minor Street PROJECT ACCESS Comment Input Data Lane Configuration SB NB EB WB Lane 1 (curb) TR T LR Lane 2 L Lane 3 SB NB EB WB Movement 1 (Ll] 2 (TH) 3 (Rn 4 (LT) 5 (JH) 6 (R77 7 (LT) 8 (JH) 9 (Rl7 10 (Ll) 11 (TH) 12 (RT) Volume (vel?h) 179 5 9 198 4 12 PHF .9 .9 .9 .9 .9 .9 Proportion of heavy vehicles, HV 3 3 3 3 3 3 Flow rate 199 6 ]0 220 4 13 Flare storage (n of vehs) ~ ~ ~ 0 Median storage or vehs) ~ 0 Signal upsaeam or Movement 2 h Movement 5 h Length of swdy period (h) ~25 Output Data Lane Movement Flow Rate Capacity vlc Oueue Length Comrol Delay LOS Approach (vehlh) (veh/h) (veh) (s) Dela and LOS 1 LR 17 752 .023 9.9 A 9.9 EB 2 A 3 1 WB p 3 J 10 1361 .007 <1 7.7 A HICAP 2000 T"" 1 of 1 ®Ca[alina Engineering. Inc. CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET Analysis Summary General Information Site Information Analyst TL lurisdinion/Date KONA 4/15/2003 Agency or Comparry ATA Major Street MAMALAHOA HWY Analysis Period/Year AM PEAK 2003 Mirror Sveet KAIMINANI DR Commem Input Data Lane Conuguratiop SB NB EB WB Lane 1 (curb) TR T R Lane 2 L L Lane 3 SB NB EB WB Movement 1 (Ln 2 (TH) 3 (Rf) 4 (Ln 5 (TH) 6 (R77 7 (LT) 8 QH) 9 (Rn 10 (L17 11 (!1~ 12 (R'f) Volume (vehllt) 679 88 ]24 285 30 251 PHF 9 9 9 9 9 9 Proportion of heavy vehicles, HV 3 3 3 3 3 3 Flow rate 754 98 138 317 33 279 0 Flare storge c. vehs) Median norage of vehs) 0 Signal upstream of Mwemem 2 tt Movement 5 tt Length of study period (h) ~25 Output Data Lane Movement Flow Rate Capacity v/c Oueue Length Comrol Delay LOS Approach (veNh (veNh) (veh) (s) Dela and LOS t R 279 382 .731 6 36.1 E 36.8 EB 2 L 33 128 .259 1 42.8 E E 3 1 WB 2 3 L C 138 782 .176 1 10.6 B HiCAP 2000 Tu 1 of 1 ®Catalina Engineering. Inc. CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET Analysis Summary General Information Site Information Analyst TL JurisdidiodDate ICONA 4/15/2003 Agency or Company ATA Major Street MAMALAHOA HWY Analysis PeriodfVear PM PEAK 2003 Minor Street KAIMINANl DR Comment Input Data Lane Configuration SB NB EB WB Lane 1 (curb) TR T R Lane 2 L L Lane 3 SB NB EB WB Movement 1 (Ll') 2 (TH) 3 (RT) 4 (LT) 5 (TH) 6 (RT) 7 (LT) 8 (TH) 9 (RT) 10 (LT) 11 (TH) 12 (Rl') Volume (veh/h) 359 39 132 472 ] 10 284 PHF .9 .9 .9 .9 .9 .9 Proportion of heavy vehicles, HV 3 3 3 3 3 3 Flow rate 399 43 147 524 122 316 - i Flan sorage cf vehs) I, j 0 F Median storage (A of vehs) ~ i 0 i Signal upstream of Movement 2 - h Movemem 5 h Length of study period (h) .25 Output Data Lane Movemem Flow Rate Capacity v/c Queue Length Comrol Delay LOS Approach (vehlh) (veh/h) (veh) (s) Dela and LOS 1 R 316 631 .501 3 16.3 C 31 EB 2 L 122 168 .728 4 69.2 F D 3 1 WB p 3 O C~ 147 1113 .132 <I 8.7 A HiCAP 2000 T" 1 of 1 oCatalina Engineering. Inc. Hiluhilu Subdivision 06/12/03 AM Peak Hour of Traffic 09:56:15 Existing SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Palani Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C 5 NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUME5 20 20 20 20 BUSVOLUMES 0 0 0 0 ' RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters 'I MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 299 20 17 636 103 0 135 207 0 338 97 WIDTHS 0.0 12.0 12.0 12.0 12.0 12.0 0.0 12.0 12.0 0.0 12.0 12.0 LANES 0 1 1 1 1 1 0 1 1 0 1 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~ PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 1663 1770 0 1863 1770 0 1863 1770 Phasing Parameters SEQUENCES 65 66 56 55 55 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 110 170 5 PEDTIME 0.0 0 GREENTIMES 5.00 6.00 22.00 9.00 0.00 43.00 YELLOWTIMES 5.00 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 9 2 6 0 5 EXCESS 0 Hiluhilu Subdivision 06/12/03 AM Peak Hour of Traffic 09:56:21 Existing SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.76 Vehicle Delay 59.7 Level of Service D Sq 65 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 1 * I I * I I I I I * ++++I I * I I ++++1 ++++I I I I I v I ****I ++++I I I I I ^ I 1++++ v I v I I North I 1 + 1 + I I I++++> I I I + I I + I I I I I + I I + I I I I I G/C=0.045 I G/C=0.055 I G/C=0.200 I G/C=0.082 I G/C=0.000 I G/C=0.391 1 I G= 5.0" I G= 6.0" I G= 22.0" I G= 9.0" I G= 0.0" I G= 43.0" 1 I Y+R= 5:0" I Y+R= 5.0" l Y+R= 5.0" I Y+R= 5.0" I Y+R= 0.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF= 9.1~ I OFF=19.1 I OFF=43.6$ I OFF=56.4$ I OFF=56.4 I C=110 sec G= 85.0 sec = 77.38 Y=25.0 sec = 22.7 Ped= 0.0 sec = 0.0~ I Lane (Width/I 4/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used 1 @C (vph) @E IVolumel v/c I Delay I S (Model 11 WB Approach 64.4 E+ I TH 1 12/1 10.296 10.200 1 1 i 359 I 332 10.890 I 65.1 I*E+I 501 £tl I LT 112/1 10.208 10.045 I 1 1 59 I 22 10.275 I 52.6 1*D 1 32 ftl EB Approach 58.0 E+ I TH 112/1 10.240 10.300 I 343 I 559 I 150 10.268 I 29.6 I C 1162 ftl I LT 112/1 10.265 10.145 I 1 1 235 1 230 10.895 I 76.5 I*E 1369 ftl NB Approach 60.2 E+ I RT ~I 12/1 10 208 10.482 I 657 1 '763 I 19 10.025 I 15.0 18+I 15 ftl 1 TH 112/1 10.449 10.391 1 571 I 728 I 707 10.971 I 59.2 I*E+11046 ftl 1 LT 112/1 10.233 10.082 I 1 1 120 I 114 10.786 1 73.8 I*E 1 182 ftl SB Approach 35.6 D+ 1 TH 112/1 10.313 10 391 1571 I 728 1 376 10.516 1 26.2 I C+I 394 ftl 1 LT 112/1 10.231 10.082 I 1 1 120 I 108 10.745 I 68.1 I E 1169 ftl Hiluhilu Subdivision 06/13/03 PM Peak Hour of Traffic 08:10:11 Existing SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Palani Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 90 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARI(INGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLL7MES 0 336 100 22 567 165 0 297 237 0 606 155 WIDTHS 0.0 12.0 12.0 12.0 12.0 12.0 0.0 12.0 12.0 0.0 12.0 12.0 LANES 0 1 1 1 1 1 0 1 1 0 1 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES ' REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.C MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATIIRATIONFLOWS 0 1863 1770 1583 1863 1770 0 1863 1770 0 1863 1770 Phasing Parameters SEQUENCES 65 66 56 55 55 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 170 5 PEDTIME 0.0 0 GREENTIMES 12.00 10.00 37.00 19.00 0.00 67.00 YELLOWTIMES 5.00 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 9 2 6 0 11 EXCESS 0 Hiluhilu Subdivision O 6/13/03 PM Peak Hour of Traffic O 8:10:16 Existing SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) O.BS Vehicle Delay 77.4 Level of Service E Sq 65 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 I * I I * I I ^ I I 1 * ++++I I * I I ++++1 ++++1 I I I I v I ****I ++++I I I I I I I++++ v I v I I North 1 1 + i + I I I**** > I I I + 1 I + I I I I 1 + I I + I I i I 1 G/C=0.071 I G/C=0.059 I G/C=0.216 I G/C=0.112 I G/C=0.000 I G/C=0.394 1 I G= 12.0" I G= 10.0" I G= 37.0" I G= 19.0" I G= 0.0" I G= 67.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5..0" I Y+R= 0.0" I Y+R= 5.0" I I OFF= 0.0~ I OFF=10.0 I OFF=18.8 I OFF=43.5$ I OFF=57.6 I OFF=57.6 I C=170 sec G=145.0 sec = 85.3 Y=25.0 sec = 14.7 Ped= 0.0 sec = 0.0~ 1 Lane 1Width/I g/C I Service Ratel Adz I I HCM 1 L 1 Queue I I Group I Lanesl Reqd Used 1 @C (vph) @E IVolumel v/c I Delay 1 S (Model 11 WB Approach 99.3 F 1 TH 112/1 10.430 10.218 I 1 1 346 1 373 10.921 I 91.2 1*F 1 813 ftl I LT 112/1 10.380 10.071 1 1 1 65 I 111 10.866 1 126.5 1*F 1278 ftl EB Approach 76.2 E i TH 112/1 10.421 10.306 I 1 1 533 I 330 10.579 I 51.2 I D 1570 ftl 1 LT 112/1 10.411 10.159 I 1 1 219 1 263 10.936 1107.6 I*F 1612 ftl NB Approach 69.4 E 1 RT 1 12/1 10.363 10.494 I 529 I 782 I 24 10.031 1 22.1 I C+1 28 ftl 1 TH 112/1 10.494 10.394 1 193 1 722 1 630 10.858 1 57.2 1 E+11170 ftl 1 LT 112/1 10.394 10.112 1 1 1 130 I 183 10.924 1117.9 1*F 1 443 ftl SS Approach 73.4 E 1 TH 1 12/1 10 507 10 399 1 193 1 722 I 673 10 917 I 65.2 I*E+11321 ftl 1 LT 1 12/1 10.392 10.112 I 1 1 130 1 172 10.869 1105.5 I F 1402 ftl Hiluhilu Subdivision O 6/12/03 AM Peak Hour of Traffic 0 9:52:43 Existing SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAtfi7C 0.00 0.00 0.00 0.00 Movement Parameters MOVI.ABELS RT TH LT RT TH LT RT TH LT RT TH LT ~ VOLUMES 0 0 241 71 624 0 0 0 0 0 402 35 WIDTHS 0.0 0.0 12.0 12.0 12.0 0.0 0.0 0.0 0.0 0.0 12.0 12.0 T.nta~S 0 0 1 1 1 0 0 0 0 0 1 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES ~ REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ' STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ' STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 105 5 PEDTIME 0.0 0 GREENTIMES 12.00 6.00 27.00 ~ YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Hiluhilu Subdivision 06/12/03 AM Peak Hour of Traffic 09:52:50 Existing SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.63 Vehicle Delay 17.6 Level of Service B Sq 13 I Phase 1 1 Phase 2 1 Phase 3 1 I * I I I 1 * ++++1 1 ++++1 I I I I I I I I**** I I North i 1++++> 1++++> 1 I I I I I I I I I I G/C=0.200 I G/C=0.100 I G/C=0.450 I I G= 12.0" I G= 6.0" I G= 27.0" 1 I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=28.3 I OFF=46.7$ I C= 60 sec G= 45.0 sec = 75.0 Y=15.0 sec = 25.0 Ped= 0.0 sec = 0.0~ I Lane iWidth/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 WB Approach 31.7 C I LT 112/1 10.192 10.200 I 283 I 354 1 268 10.757 1 31.7 I C 1 219 ft1 NB Approach 19.9 B I RT 112/1 10.081 10.733 11161 11161 1 79 10.066 1 2.3 I A I 19 ftl I TH i 12/1 10.401 10.450 1 793 i 836 I 693 10.827 I 21.3 1*C+1 499 fti SB Approach 7.1 A I TH 1 12/1 10.277 10.633 1 1171 11180 1 447 10.379 1 5.5 I A 1173 ft1 I LT 112/1 10.042 10.100 I 118 I 169 1 39 10.220 1 25.5 I*C+1 29 ftl Hiluhilu Subdivision 06/12/03 PM Peak Hour of Traffic 09:53:43 Existing SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 i RIGHTTURNONREDS 0 0 0 0 j UPSTREAMVC 0.00 0,00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 107 232 493 0 0 0 0 0 779 293 4?IDTHS 0.0 0.0 12.0 12.0 12.0 0.0 0.0 0.0 0.0 0.0 12.0 12.0 LANES 0 0 1 1 1 0 0 0 0 0 1 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ~ TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~ PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES j REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ' MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGALN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 105 5 PEDTIME 0.0 0 GREENTIMES 7.00 15.00 23.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Hiluhilu Subdivision 06/12/03 PM Peak Hour of Traffic 09:53:49 Existing SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.64 Vehicle Delay 19.4 Level of Service B+ Sq 13 I Phase 1 1 Phase 2 1 Phase 3 1 I * I I I . 1 * ++++1 1 ++++1 I I I I I I I I**** I I North I 1++++> 1++++> 1 I I I I I I I I I I G/C=0.117 I G/C=0.250 I G/C=0.383 I I G= 7.0" I G= 15.0" I G= 23.0" 1 I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=20.0 I OFF=53.3$ I C= 60 sec G= 45.0 sec = 75.0 Y=15.0 sec = 25.0 Ped= 0.0 sec = 0.0~ I Lane (Width/I g/C I Service Ratel AdJ I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E 1Volumel v/c I Delay I S (Model 11 WB Approach 29.1 C I LT 112/1 10.101 10.117 1 143 1 200 1 119 10.578 1 29.1 1*C I 96 ftl NB Approach 16.5 8 I RT 112/1 10.206 10.583 I 899 I 924 I 258 10.279 I 6.4 I A 1 104 ft1 1 TH 112/1 10.328 10.383 I 658 1 714 1 548 10.768 1 21.2 1*C+1 390 fti SS Approach 11.5 8+ I TH 1 12/1 10.486 10.717 1 1335 11335 I 866 10.649 1 5.6 1 A 1 369 ft1 1 LT 1 12/1 10.225 10.250 1 372 I 442 i 326 10.738 1 27.1 I*C+I 252 ftl Hiluhilu Subdivision O 6/12/03 AM Peak Hour of Traffic O 9:99:32 Existing SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS ~ WB NB EB SB GRADES 0.0 0.0 0.0 O.0 PEDLEVELS 0 0 0 0 BIKEVOL[JMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT ' VOLUMES 0 0 0 0 527 271 0 0 49 77 334 0 WIDTHS 0.0 0.0 D.D 0.0 12.0 12.0 n,0 n,n 12,0 12.0 12.0 0.0 LANES 0 0 0 0 1 1 0 0 1 1 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCI,EARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1663 1770 0 0 1770 1583 1863 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 105 5 PEDTIME 0.0 0 GREENTIMES 7.00 18.00 20.00 YELLOWTZMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Hiluhilu Subdivision 06/12/03 AM Peak Hour of Traffic 09:49:37 Existing SIGNAL2000/TEAPAC[Ver 1.11.OOJ - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahvmanu Hwy Degree of Saturation (v/c) 0.48 Vehicle Delay 11.9 Level of Service B+ Sq 12 I Phase 1 1 Phase 2 1 Phase 3 1 I I I I I I I I /I\ I I <++++1 <++++1 I I I ****I I I I I v I I North 1 I I****> I I I++++ * I 1++++ 1 I v* I I v I I G/C=0.117 I G/C=0.300 I G/C=0.333 I I G= 7.0" I G= 18.0" i G= 20.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" 1 I OFF= 0.0$ I OFF=20.0 I OFF=58.3$ I C= 60 sec G= 45.0 sec = 75.0 Y=15.0 sec = 25.0 Ped= 0.0 sec = 0.0~ I Lane IWidth/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used 1 @C (vph) @E IVOlumel v/c I Delay I S IMOdel 11 EB Approach 29.8 C+ I LT 1 12/1 10.055 10.117 1 143 I 200 I 59 10.262 I 24.8 1*C+I 40 ftl NB Approach 9.0 A I TH 112/1 10.348 10.717 11335 1 1335 I 586 10.439 I 3.7 I A 1197 ftl I LT 112/1 10.211 10.300 1 965 ( 531 1 301 10.567 1 19.1 1*B 1 204 ftl SB Approach 16.1 B I RT 112/1 (0.067 10.533 I 810 I 844 I 86 10.102 I 7.0 I A 1 34 ftl 1 TH 1 12/1 10.238 10.333 I 558 I 621 1 371 10.597 1 18.2 1*B 1297 ftl Hiluhilu Subdivision 06/12/03 PM Peak Hour of Traffic 09:51:34 Existing SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters £or Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters ~ APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 O.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 i PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 } RIGHTTURNONREDS 0 0 0 0 ~ UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TB LT RT TH LT RT TH LT } VOLUMES 0 0 0 0 412 135 0 0 95 56 824 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 0.0 0.0 12.0 12.0 12.0 0.0 i LANES 0 0 0 0 1 1 0 0 1 1 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ~ TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 1 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES ( REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ` MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 0 0 1770 1583 1863 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 105 5 PEDTIME 0.0 0 GREENTIMES 5.00 8.00 32.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Hiluhilu Subdivision 06/12/03 PM Peak Hour of Traffic 09:51:39 Existing SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.69 Vehicle Delay 20.5 Level of Service C+ Sq 12 I Phase 1 1 Phase 2 1 Phase 3 1 I 1 I I I I I I /I\ I I <++++1 <++++1 I I I ****I I I I I v I I North I I I****> I I I++++ * I I++++ i 1 v* I I v I I G/C=0.083 1 G/C=0.133 I G/C=0.533 I I G= 5.0" I G= 8.0" I G= 32.0" I I Y+R= 5.0" 1 Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0~ 1 OFF=16.7 I OFF=38.3$ I C= 60 sec G= 45.0 sec = 75.0 Y=15.0 sec = 25.0 Ped= 0.0 sec = 0.0~ I Lane (Width/I g/C I Service Ratel Ad] I I HCM I L I Queue I I Group I Lanesl Reqd Used 1 @C (vph) @E IVOlumel v/c I Delay I S (Model 11 EB Approach 42.7 D+ I LT 112/1 10.092 10.083 I 93 I 137 1 106 10.721 I 42.7 1*D+1 95 fti NB Approach 9.4 A ~c=-==-~~__~-_------------------------------------------- 1 TH 1 12/1 10.283 10.750 11397 11397 I 456 10.328 I 2.6 I A 1 126 ftI 1 LT 112/1 10.121 10.133 i 170 I 233 1 150 10.636 1 30.2 1*C 1 122 ftl SB Approach 25.0 C+ 1 RT 112/1 10.067 10.700 11104 11108 1 62 10.056 1 2.8 1 A 1 16 ftl I TH 112/1 10.510 10.533 i 963 I 993 1 916 10.922 I 26.5 1*C+1 727 ftl ATA •u vrvn cwvr ncc wa wa asuwv cvv wsw c. APPENDIX C LEVEL OF SERVICE CALCULATIONS • Base Year 2008 CHAPTER 17 • TWSC - UNSIGNALI2ED IMTERSECTIONS WORKSHEET i , Analysis Summary ! _ _ ' General Information Site /n/ormation i Anatyst NK/KC JurisdiuiodDate KONA 12/26/2003 ! Agency or Company ATA Major Street MAMALAHOA HWY ' Analysis Periad/Year AM PEAK 2003 Minor Sweet PROJECT ACCESS I Commem Base Year 2008 j I Input Data LaneConbguration SB NB EB WB ! _ - - -I ! Lane 1 (curb) TR T LR Lane 2 L ~ i Lane 3 ~ Lane 4 lane 5 i i SB NB EB WB j Movement 1 (Ll] 2 (TFQ ' 3 (RT) ~i~ 4 (Ln 5 (TH) 6 (Rn 1(Ln 8 (TM) 9 lRT) I10 (LT) 111 (TH)E 12 (Rn ! ! Volume (vel?h) 270 5 ~ 15 ~ 235 10 25 ' i PHF 0.90 ! 0.90 ' 0.90 j 0.90 0.90 0.90 Percem of heavy vehicles, HV 3 3 3 ~ 3 3 3_ ' Flow rate 300 i 6 17 261 11 28 ' JI j Flare storage (+t or vehs) ~ 0 ~ ~ Median storage (A d vehs) I ~ Signal upstream d Movemem 2 h Movemem 5 h i Length of study period (h) 0.25 f r i ' Output Data Lane Movement Flow Rate Capacity ~ v/c Queue Length ' Comrol Delay LOS i Approach I (veh/h) (vehlh) I (veh) (s) ! Dela and LOS t LR ~ 39 628 0.062 0 11.1 B 111 ~ EB 2 , ! 3i ~ B 1 i i _i i !WB 2 ~ I ! I SB ~ ~`l,. ~ i t ~I NB I v~ 17 ~ 1250 0.013 ~ 0 7.9 ~ A ~ I I ~ HiCAPtM2.0.0.1 PROJECT - MAMALAHOA HW/PROJECT ACCE Catalina Engineering. Inc. 1 of 1 - f CHAPTER 17 • TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET i Analysis Summary . _ _ --..__.....I Genera! Information Stfe /nformaSon • ~ Analyst NK/KC JurisdiUiorJDale KONA 11!12/2004 Agency or Company ATA Major Sveet MAMALAHOA HWY Analysis Period/Year PM PEAK 2003 Misr Sveet PROJECT ACCESS Comment Base Year 2008 Input Data _Lane Configuration SB NB EB _ WB Lane 1 (curb) TR ~I T LR I Lane 2 i L i Lane 3 Lane 4 Lane 5 SB NB EB WB ' Movement 1 (Ln 2 (TH) 13 (Rn j 4 (Ln 5 (TFq 6 (Rn / 0.n 8 (TH) 9 (Rn !10I1n i 11 (TH); 12 (RT) Volume (veh/h) 225 ~ 10 'I 25 250 10 20 ' i PHF 0.90 ~ 0.90 i 0.90 0.90 0.90 _0.90 I Percent of heavy vehicles, HV 3 ~ 3 ~ 3 3 3 13 Flow rate 250. 11 ~ 28 278 11 ~ 22 flare storage (A d vehs) ~ I 0 Median storage (N d veM) I ' Signal upstream o! Movement 2 h Movement 5 h i Length of study period (h) 0.25 Output Data _ _ _ - Lane~ Movement: Flow Rate Capacity vlc Queue Length I Cornrol Delay I LOS Approach i (vehPo) (vehlh) (veh) (s) I I Dela and LOS ~ 1 LR ! 33 633 0.052 0 11.0 I B 11.0 i r I EB z ' I B I 3! ~ I i 11'I I I I I:WBI Z I ~ ~ ' ~ r ~ 3 ~ I j I - i s6 ~ ~ ~ i I NB ' 4! 28 1297 ~ 0.021 ~I 0 7.8 ~ A NlCAPTM2.0.0.1 PROJECT - MAMALAHOA HW/PROJECT ACCE nCztzlina Engineering, Inc. 1 of 1 CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET Analysis Summary r____~--i-~-- _ Site Information _..._J GenerallnformaGon _ Analyst `NK/KC - _ ---JurisdictionlDate KONA 12/26/2001,3 Agency or Company ATA Major Street MAMALAHOA HWY i Analysis Period/Year AM PEAK 2008 Mirror Street KAIMINANI DR Comment Base Year 2008 II I Input Data I LaneConfiguralion SB NB EB WB Lane 1 (wrb) TR T R ~ L L Lane 2 j Lane 3 Lane 4 I Lane 5 SB i NB EB WB Movement 1 (Ln 2 (TH) ~ 3 (Rn ~ 4 4n 5 (TH) 6 (Rn 7 (ln 8 (TH) 9 lRn 11 D (LT) ;11 RH)',12 lRn I Volume (velJh) 860 90 125 360 30 255 PHF 0.90 0.90 0.90 0.90 0.90 0.90 Percem of heavy vehicles, HV 3 3 ~ 3 3 3 3 _ ' Flow rate 956 100 ( 139 400 33 283 ' ~ Flare storage (R of vehs) i 0 i j Median storage U of vent) Signal upstream of Movement 2 h~ Movemem 5 h ~ i Length of study period (h) 0.25 i Output Data Lane Movement. Flow Rate Capacity ! v/c Queue Leng[h ~ Comrol Delay LOS ~ Approach I ~ (vehth) (ve1Vh) (veh) (s) ! Dela and LOS ~ R i 283 292 0.971 10 j 84.4 F g3.6 !EB 2 L ' 33 81 ~ 0.406 2 76.8 F i i F 3 I ! ~ 1 ~ IWB z ~ 3 SB L ~ I NB 139 ~ 656 ~ 0.212 i 1 i 12.0 I B HiCAPT""2.0.0.1 HILUHILU PROJECT - MAMALAHOA HW/KAIMINAN~ DR nCatalina Engineering. Inc. CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET I Analysis Summary _ _ _ _ _ . _ _ -1 t-General In/ormation Site Information ! Analyst NK/KC lurisdictionlDate KONA 11/12/2004 I pgenry w Company ATA Major Sheet MAMALAHOA HWY Analysis PeriodlYear PM PEAK 2003 Mirror Street KAIMINANI DR I Comment Base Year 2008 input Data I. Lane Configuration SB NB EB WB Lane 1 (arb) TR T R Lane 2 L L ! Lane 3 Lane4 Lane 5 I SB NB EB WB Movement 1 (Ln 2 (TH) 13 (Rn i 4 (Ln 5 (TH) 6 (RT) 7 (Ln 8 (TFI) 9 (RT) 10 Rn j 11 (TH)'~ 12 (Rn Volume (veNh) 460 40 135 1605 110 285 I PHF 0.90 ! 0.90 j 0.90 0.90 0.90 0.90 _ ! Percem of heavy vehicles, HV 3 ~ 3 3 1 3 3 3 ~I 1' i j Flow rate 511 i 44 ' 150 672 122 317 I Flare storage (A of vehs) i 0 I I Median storage (,P of vehs) ~ ~ Signal upstream d Movemem 2 h Mwemew 5 h j Length of sally period (h) 0.25 I I Output Data _ Lane Mwemem Fbw Rate Capacity vlc Queue Length ~ Comrol Delay LOS ; Approach j (vehltt) (vetJh) I (veh) ! (s) ! Dela and LOS I i 1 R 317 545 I 0.582 4 ~ 20.4 C ~ 65.0 I i I EB 2 L 122 ! 113 i 1.080 7 180.7 F I. 3 j . i ~ F 1 ~ I -r j ,I i! I i !WB 2 a l i I, I SB `1; j i -r I ~ I Ng ! L i 150 ' 1010 ~ 0.149 1 ! 92 I A i HiCAPTM2.0.0.1 HILUHILU PROJECT - MAMALAHOA HW/KAIMINANI DR r~Catalina Engineering. Inc. 1 0l 1 Palamanui Development 11/23/04 AM Peak Hour of Traffic 11:34:56 Base Year 2008 with QR widen to Kealakehe SIGNAL2000/TEAPAC[Ver 1.11,00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Palani Rd/Queen Kaahumanu Hwy METROARHA NONCBD SIMULATION PERIOD 15 LEVELOFSERVIC$ C S NODELOCATION 0 0 QIIEUEMODELS 1 90 25 40 Approach Parameters ' APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIK$VOLIIMHS 0 0 0 0 PARKINGSIDES NONE NONE NONB NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RZGHTTURNONRSDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 305 20 20 795 105 0 140 210 0 425 100 WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0,0 12.0 12.0 0.0 24.0 12.0 LANES 0 1 1 1 2 1 0 1 1 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRIICKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~ PHAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YSS YES YES YES YHS YES YES YES YSS YES YES j REQCLEARANCES 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ~ MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~ ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQU$UE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 1770 0 3539 1770 Phasing Parameters SEQIISNCES 65 66 56 55 55 PERMISSIVES NO NO NO NO LSADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 5 PEDTIMB 0.0 0 GREHNTIMSS 7.00 10.00 29.00 14.00 0.00 35.00 YHLLOWTIMSS 5.00 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 9 2 6 0 5 EXCESS 0 Palamanui Development 11/23/04 AM Peak Hour of Traffic 11:34:49 Base Year 2008 with QK widen to Kealakehe SIGNAL2000/THAPAC[Ver 1.11.00) - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.66 Vehicle Delay 44.8 Level of Service D+ Sq 65 ~ Phase 1 ~ Phase 2 ~ Phase 3 ~ Phase 4 ~ Phase 5 ~ Phase 6 * * ~ * ~ I ++++I /I~ I * I ~ * I I <++++I ~ ~ ~ **•wl North ~ I + ~ + i i++++ > + + * + ~ + + G/C=0.058 I G/C=0.083 ~ G/C=0.242 ~ G/C=0.117 ~ G/C=0.000 ~ G/C=0.292 G= 7.0" G= 10.0" ~ G= 29.0" ~ G= 14.0" ~ G= 0.0" I G= 35.0" Y+R= 5.0" Y+R= 5.0" ~ Y+R= 5.0" I Y+R= 5.0" I Y+R= 0.0• Y+R= 5.0" OFF= 0.0$ I OFF=10.0$ ~ OFF=22,5$ ~ OPF=50.8$ ~ OFF=66.7$ OFF=66.7$ C=120 sec G= 95.0 sec = 79.2$ Y=25.0 sec 20.8$ Ped= 0.0 sec = 0.0$ ------------------------------i-------------~---------------------------------- Lane Width/ g/C ~ Service Rate Adj ~ HCM ~ L ~ Queue Group Lanes Reqd Used @C (vph) @E Volume) v/c ~ Delay ~ S Model 1 WB Approach 49.6 D ------_°________~___°________`________~___________________s==========s=====____ TH ~ 12/1 0.322 0.242 ~ 24 ~ 438 ~ 339 0.753 ~ 49.2 *D 487 ft~ LT ~ 12/1 `0.242 0.058 ~ 1 ~ 77 ~ 22 0.214-~--54.9--*D-~--34 ft~ 88 Approach 42.7 D+ _ S S ffi _ =6 TH ~ 12/1 0.273 0.367 I 468 ~ 683 I 156 0.228 ~ 26.4 ~ C+~ 166 ft~ LT ~ 12/1 0.295 0.183 I 1 ~ 301 233 0.719 ~ 53.6 ~*D ~ 349 ft~ NB Approach 47.5 D RT ~ 12/1 0.242 0.392 ~ 447 ~ 620 ~ 22 0.035 ~ 22.5 ~ C+~ 22 ft TH ~ 24/2 0.355 0.292 ~ 468 ~ 1032 ~ 883 0.856 ~ 47.3 ~*D ~ 686 ft LT ~ 12/1 0.265 0.117 ~ 1 ~ 177 ~ 117 0.568 ~ 53.8 ~*D ~ 179 ft~ SB Approach 38.4 D+ TH ~ 24/2 0.292 0.292 468 ~ 1032 ~ 472 0.457 ~ 35.1 ~ D+~ 308 ft LT ~ 12/1 0.263 0.117 1 ~ 177 ~ 111 0.539 ~ 52.8 ~ D ~ 168 ft Palamanui Development 11/23/04 PM Peak Hour of Traffic 11:34:06 Base Year 2008 with QK widen to Kealakehe SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values intersection Parameters for Int # 0 - Palani Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVSLOFSSRVICE C S NODELOCATION 0 0 QIIEIIEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB ES SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARRINGSZDES NONB NONB NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 ! RIGHTTURNONREDS 0 0 0 0 i UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters ~ MOVLABSLS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMSS 0 340 100 25 710 165 0 300 240 0 760 155 WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12.0 12.0 0.0 24.0 12.0 LANES 0 1 1 1 2 1 0 1 1 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPSS 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YSS YSS YES YES YSS YES YES YSS YES YES YSS YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEIIB 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 PACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DSLAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 1770 0 3 539 1770 Phasing Parameters SEQUBNCSS 65 66 56 55 55 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 5 PEDTIMS 0.0 0 GREENTIMES 11.00 7.00 29.00 16.00 0.00 32.00 YELLOWTIMSS 5.00 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 9 2 6 0 11 SXCESS 0 Palamanui Development 11/23/04 PM Peak Hour of Traffic 11:34:13 Base Year 2008 with QK widen to Kealakehe SIGNAL2000/TSAPAC[Ver 1.11.007 - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.79 Vehicle Delay 51.8 Level of Service D Sq 65 ~ Phase 1 ~ Phase 2 ~ Phase 3 ~ Phase 4 ~ Phase 5 ~ Phase 6 * ~ * /I~ I w I A I <++++I V I 11'***I ++++I I I I v ~ v ~ I North ~ ~ + + ~ ~ ~ + * + + + ~ * + ~ + G/C=0.092 ~ G/C=0.058 ~ G/C=0.242 ~ G/C=0.133 ~ G/C=0.000 ~ G/C=0.267 G= 11.0" ~ G= 7.0" ~ G= 29.0" ~ G= 16.0" ~ G= 0.0" ~ G= 32.0" Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 0.0" ~ Y+R= 5.0° OFF= 0.0~ ~ OFF=13.3$ ~ OFF=23.3 ~ OFF=51.7 ~ OFF=69.2 ~ OFF=69.2``-k C=120 sac G= 95.0 sec = 79.2 Y=25.0 sec = 20.8 Ped= 0.0 sec = 0.0`k Lane Width/~ g/C Service Rate Adj ~ ~ HCM L ~ Queue Group ~ Lanes Reqd Used I @C (vph) @S ~Volume~ v/c ~ Delay S Model 1~. WB Approach 58.3 S+ ________________~_____________=====c=v===a=====_°___________=====v====..v=___°_ TH ~ 12/1 (0.335 0.242 ~ 24 + 438 ~ 378 0.840 ~ 56.6 ~*8+~ 571 ft LT ~ 12/1 0.263 0.092 ~ 1 ~ 133 ~ 111 0.685 ~ 64.2 ~*8+~ 181 ft 8B Approach 43.8 D+ TH ~ 12/1 0.320 0.342 ~ 398 ~ 636 ~ 333 0.524 ~ 32.5 ~ C ~ 399 ft LT ~ 12/1 0.304 0.192 ~ 1 ~ 317 ~ 267 0.788 ~ 57.9 ~*S+~ 410 ftl NB Approach 50.5 D 6 C L L 6 RT ~ 12/1 0.244 0.400 ~ 465 ~ 633 ~ 28 0.044 ~ 22.0 ~ C+~ 27 ft~ TH ~ 24/2 0.339 0.267 ~ 262 ~ 944 ~ 789 0.836 ~ 48.1 D ~ 614 ft~ LT ~ 12/1 0.282 '0.133 ~ 1 ~ 208 ~ 183 0.775 ~ 65.2 I*S+~ 295 ft~ SB Approach 54.6 D TH ~ 24/2 0.349 0.267 ~ 262 ~ 944 ~ 844 0.894 53.3 ~*D 688 ft LT ~ 12/1 0.279 0.133 ~ 1 ~ 206 ~ 172 0.729 ~ 60.8 ~ 8+' 271 ftI Palamanui Development 11/12/04 AM Peak Hour of Traffic 10:54:57 Base Year 2008 SIGNAL2000/TEAPAC[Ver 1.11.00 - Summary of Parameter Values Intersection Parameters for Int # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTRSAMVC 0.00 0.00 0,00 0.00 i Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 195 0 245 75 780 0 0 0 0 0 505 35 WIDTHS 12.0 0.0 12.0 12.0 12.0 0.0 0.0 0.0 0.0 0.0 12.0 12.0 I,,p,NEg 1 0 1 1 1 0 0 0 0 0 1 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' TRUCKPERCENTS 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES Y8S R$QCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2,0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 I.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIM$S 26.00 9.00 70.00 YELLOWTIMES 5.00 5.00 5.00 CRITZCALS 3 12 5 EXCESS 0 Palamanui Development 11/12/04 AM Peak Hour of Traffic 09:28:26 Base Year 2008 SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.63 Vehicle Delay 22.4 Level of Service C+ Sq 13 ~ Phase l ~ Phase 2 ~ Phase 3 * ^ North G/C=0.217 ~ G/C=0.075 ~ G/C=0.583 G= 26.0" ~ G= 9.0" ~ G= 70.0" Y+R= 5.0" Y+R= 5.0" I Y+R= 5.0" OFF= 0.0$ ~ OFF=25.8 ~ OFF=37.5`•k C=120 sec G=105.0 sec = 87.5 Y=15.0 sec 12.5 Ped= 0.0 sec = 0.0~ Lane Width/~ g/C Service Rate Adj ~ ~ HCM ~ L ~ Queue Group Lanes Reqd Used @C (vph) @E ~VOlume~ v/c ~ Delay ~ S Model 1 WB Approach 49.5 D ---LT---_12/1 0.305 ~0 217-~-___1_I_-365 ~ 272 0.710 ~ 49 5 ~*D ~ 394 ft~ NB Approach 21.8 C+ ---RT-_-~-12/1 0.259 0.842 ~ 1333 ~ 1333-~-_-83 0.062-~--_1.6-~-A ~_-24 ft~ TH ~ 12/1 0.526 0.583 ~ 1001 ~ 1087 ~ 867 0.798 ~ 23.7 ~*C+~ 978 ft~ SB Approach 10.9 B+ TH ~ 12/1 ~0 401 0.700 ~ 1266 ~ 1304 ~ 561 0 430 ~ 8 0 ~ A ~ 367 ft~ LT 12/1 0.246 0.075 ~ 1 ~ 105 ~ 39 0.293 ~ 53.7 *D ~ 60 ft~ Palamanui Development 11/12/04 PM Peak Hour of Traffic 10:55:09 Base Year 2008 SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVZCE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WS NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BZKEVOLUMES 0 0 0 0 PARKINGSIDES NONB NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 ~ UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RS TH LT RT TH LT VOLUMES 50 0 110 235 615 0 0 0 0 0 975 295 WIDTHS 0.0 0.0 12.0 12.0 12.0 0.0 0.0 0.0 0.0 0.0 12.0 12.0 LANgg 0 0 1 1 1 0 0 0 0 0 1 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 [1 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRLVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 ~ ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 6.00 14.00 25.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 11/12/04 PM Peak Hour of Traffic 09:29:14 Base Year 2008 SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.76 Vehicle Delay 17.9 Level of Service B Sq 13 ~ Phase 1 ~ Phase 2 ~ Phase 3 * A ~****I North ~ G/C=0.100 ~ G/C=0.233 ~ G/C=0.917 G= 6.0" ~ G= 14.0" ~ G= 25.0" Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 5.0" OFF= 0.0~ ~ OFF=18.3 ~ OFP=50.0 C= 60 sec G= 45.0 sec 75.0 Y=15.0 sec = 25.0 Ped= 0.0 sec = 0.0~ Lane Width/~ g/C ~ Service Rate Adj ~ HCM ~ L ~ Queue Group ~ Lanese Reqd Used ~ @C (vph) @fi Volume v/c ~ Delay ~ S Model 1~ WB Approach 36.9 D+ _ LT ~ 12/1 0.103 0.100 ~ 118 ~ 169 ~ 122 0.689 ~ 36.9 ~*D+~ 105 ft~ NB Approach 21.6 C+ RT ~ 12/1 0.208 0.600 ~ 928 ~ 950 ~ 261 0.275 ~ 5.9 ~ A ~ 101 ft~ TH ~ 12/1 0.396 0.417 ~ 725 ~ 776 ~ 683 0.880 ~ 27.5 ~*C ~ 538 ft~ SB Approach 13.9 B+ TH ~ 12/1 0.591 ~0 733 ~ 1366 ~ 1366 ~ 1083 0.793 ~ 8.4 ~ A ~ 560 ft~ LT ~ 12/1 0.226 0.233 ~ 343 ~ 413 ~ 328 10.794 ~ 31.9 ~*C ~ 268 ft~ Palamanui Development 11/12/04 AM Peak Hour of Traffic 10:54:36 Base Year 2008 SZGNAL2000/TEAPAC[Ver 1.11.00 - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICB C S ! NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 i Approach Parameters APPLABELB WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 ( BIKEVOLUMES 0 0 0 0 [ PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 { Movement Parameters I[ MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 660 275 90 0 50 80 420 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 12.0 12.0 0.0 I,Ap7Eg 0 0 0 0 1 1 1 0 1 1 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ~ ACTUATIONS YES YBS YES YES YES YES YES YES YES YES YSS YSS REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2".0 2.0 ~ ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 ' INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 0 0 1770 1583 1863 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YBS YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 6.00 17.00 22.00 YELLOWTTMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/12/04 AM Peak Hour of Traffic 10:59:10 Base Year 2008 SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.56 Vehicle Delay 12.2 Level of Service B+ Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 /I~ I ~ ****I v * I I**w* Noith I+++VG* I++++~ * v G/C=0.100 ~ G/C=0.283 ~ G/C=0.367 G= 6.0" ~ G= 17.0" I G= 22.0" Y+R= 5.0" ~ Y+R= 5.0" Y+R= 5.0" OFF= 0.0~ ~ OFF=18.3 ~ OFF=55.0 f C= 60 sec G= 45.0 sec = 75.0 Y=15.0 sec = 25.0's Ped= 0.0 sec = 0.0~ Lane Width/~ g/C ~ Service Rate Adj ~ ~ HCM ~ L I Queue Group ~ Lanese Reqd Used ~ @C (vph) @E ~VOlume~ v/c ~ Delay ~ S Model 1~ EB Approach 26.1 C+ LT ~ 12/1 0.056 0.100 ~ 118 ~ 169 ~ 56 0.316 ~ 26.1 ~*C+~ 43 ft~ NB Approach 8.9 A TH = ~ 12/I 0.421 0.733 ~ I366 2366 ~ 733 0.537 ~ 3.9 ~ A 262 ft~ LT ~ 12/1 0.213 0.283 ~ 434 501 ~ 306 0.611 ~ 20.8 ~*C+I 215 ft~ SB Approach 16.9 B _______________________x=====________________________________________ ~___RT ~ 12/1 0.089 0.550 ~ 840 ~ 871 ~ 69 0.102 ~ 6.5 ~ A ~ 34 ft~ TH ~ 12/1 0.287 0.367 ~ 625 ~ 683 ~ 467 0.684 ~ 18.9 ~*B ~ 317 ft~ Palamanui Development 11/12/04 PM Peak Hour of Traffic 10:54:45 Base Year 2008 SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0_0 PEDLEVELS 0 0 0 0 HIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 515 135 255 0 95 60 10 30 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 12.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 1 1 0 I GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0_90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLERRANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 9 00 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 SATURATIONFLOWS D 0 0 0 1863 1770 0 0 1770 1583 1 863 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.0 O 1 CYCLES 60 120 60 PEDTIME 0. O 0 GREENTIMES 13.00 17.00 75.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/12/04 PM Peak Hour of Traffic 09:27:27 Base Year 2008 SIGNAL2000/TEAPAC(Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.73 Vehicle Delay 32.4 Level of Service C Sq 12 ~ Phase l ~ Phase 2 ~ Phase 3 /I~ I ~ ****I v Nolth ~ ~ * v G/C=0.108 ~ G/C=0.142 G/C=0.625 G= 13.0" ~ G= 17.0" G= 75.0" Y+R= 5.0" Y+R= 5.0" ~ Y+R= 5.0" OFF= 0.0~ ~ OFF=15.0$ ~ OFF=33.3 C=120 sec G=105.0 sec = 87.5 Y=15.0 sec = 12.5"c Ped= 0.0 sec = 0.0~ Lane Width/~ g/C ~ Service Rate Adj ~ ~ HCM I L ~ Queue Group ~ Lanes Reqd Used ~ @C (vph) @8 ~VOlume~ v/c ~ Delay ~ S Model 1~ EB Approach 54.2 D LT ~ 12/1 0.262 0.108 ~ l ~ 162 ~ 106 0.552 ~ 54.2 ~*D ~ 163 ft~ NB Approach 13.5 B+ TH = ~ 12/1 0.406 0 808 ~ 1506 ~ 1506 ~ 572 0.380 ~ 3.3 ~ A ~ 254 ft~ LT ~ 12/1 0.273 10.142 ~ l ~ 223 ~ 150 0.598 ~ 52.2 ~*D ~ 225 ft~ SB Approach 41.8 D+ ~_--RT__-~ 12/1 0.255 0.775 1210 ~ 1227 ~ 67 0.055 ~ 3.2 ~ A ~ 26 ft~ TH f 12/1 0.646 0.625 1096 ~ 1164 ~ 1144 0.983 ~ 44.1 ~*D+ 1718 ft~ ATA PV CIVIL FNSIN EEM6 SS ES VIIV EYOPENE APPENDIX C LEVEL OF SERVICE CALCULATIONS • Base Year 2008 with Traffic Mitigation Measures Palamanui Development 11/12/04 AM Peak Hour of Traffic 10:55:21 Base Year 2008 - with mitigation SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Mamalahoa Hwy/Kaiminani Dr METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 O.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONH PARKVOLUMES 20 20 20 20 BIISVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0. UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 360 125 255 0 30 90 860 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 0.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 0 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 1583 0 1770 0 1839 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 120 120 60 PEDTIMB 0.0 0 GREENTIMES 9.00 17,00 79.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/12/04 AM Peak Hour of Traffic 09:31:00 Base Year 2008 - with mitigation SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Mamalahoa Hwy/Kaiminani Dr Degree of Saturation (v/c) 0.68 Vehicle Delay 24.8 Level of Service C+ Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 /I~ I w***I v North ~ * + ~ + ~ v G/C=0.075 ~ G/C=0.142 ~ G/C=0.658 G= 9.0" ~ G= 17.0" ~ G= 79.0" Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 5.0" OFF= 0.0~ ~ OFF=11.7 ~ OFF=30.0 C=120 sec G=105.0 sec = 87.5 Y=15.0 sec = 12.5 Ped= 0.0 sec 0.0~ Lane Width/~ g/C I Service Rate Adj ~ ~ HCM ~ L ~ Queue Group ~ Lanese Reqd IIsed @C (vph) @E ~VOlume~ v/c ~ Delay ~ S Model l~ EB Approach 46.0 D --_RT_--_12/1 0.321 0.258=~---81 ~ 396 ~ 263 ~0 692 ~ 45.1 ~ D ~ 397 ft~ LT ~ 12/1 ,0.244 0.075 ~ 1 ~ 105 ~ 33 0.248 ~ 53.3 ~*D ~ 50 ft~ NB Approach 14.5 B+ ---TH___I-12/1__0.342 0.842 ~ 1568 ~ 1568 ~ 400 0.255-~-_-2.0 ~ A ~ 135 ft~ LT ~ 12/1 0.270 0.142 ~ 1 ~ 223 ~ 139 0.554 ~ 50.6 ~*D ~ 206 ft~ SB Approach 23.6 C+ ~RT+TH ~ 12/1 0.614 0,658 ~ 1156 ~ 1211 ~ 1056 0.872 ~ 23.6 ~*C+ 1240 ft~ Palamanui Development 11/12/04 PM Peak Hour of Traffic 10:55:34 Base Year 2008 - with mitigation SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of ,Parameter Values Intersection Parameters for Int # 0 - Mamalahoa Hwy/Kaiminani Dr METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUSUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB SB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDSS NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTIIRNONREDS 0 0 0 0 ' UPSTREAMVC 0.00 0.00 0.00 0.00 ( Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 605 135 285 0 110 40 460 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0,0 12.0 0.0 12.0 0.0 I,pp783 0 0 0 0 1 1 1 0 1 0 1 0 ' GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00-0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 j TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ( PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQIIEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 1583 0 1770 0 1843 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 8.00 10.00 27.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/12/04 PM Peak Hour of Traffic 09:47:28 Base Year 2008 - with mitigation SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Mamalahoa Hwy/Kaiminani Dr Degree of Saturation (v/c) 0.56 Vehicle Delay 12.7 Level of Service B+ Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 I ~ ww** North ~ * + ~ + + v G/C=0.133 ~ G/C=0.167 ~ G/C=0.450 G= 8.0" ~ G= 10.0" I G= 27.0" Y+R= 5.0" I Y+R= 5.0" Y+R= 5.0" OFF= 0.0$ ~ OFF=21.7$ ~ OFF=46.7$ C= 60 sec G= 45.0 sec = 75.0$ Y=15.0 sec = 25.0$ Ped= 0.0 sec = 0.0$ Lane Width/~ g/C ~ Service Rate Adj ~ ~ HCM L ~ Queue Group ~ Lanes Reqd Used ~ @C (vph) @E ~VOlume~ v/c ~ Delay I S Model ll EB Approach 18.2 B RT ~ 12/1 0.243 0.383 551 ~ 607 ~ 317 0.522 ~ 15.1 ~ B ~ 196 ft~ LT ~ 12/1 0.103 0.133 170 ~ 233 ~ 122 0.517 ~ 26.2 ~*C+~ 95 ft~ NB Approach 8'2 TH ~ 12/1 0.391 0.700 ~ 1304 ~ 1304 ~ 672 0.515 ~ 4.6 ~ A ~ 254 ft~ LT ~ 12/1 0.121 0.167 ~ 225 ~ 295 ~ 150 0.508 ~ 24.2 ~*C+~ 113 ft~ SB Approach 15.1 B ~RT+TH ~ 12/1 0.335 0.450 ~ 784 ~ 829 ~ 555 0.669 ~ 15.1 ~*8 ~ 347 ft~ ATA Y6TIN. TLYT5YM1 i iS BEEEIiTE 1.1 CIVIL CNEIN[FR! i YRV [V ORS APPENDIX C LEVEL OF SERVICE CALCULATIONS • Base Year 2011 CHAPTER 17 • TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET Analysis Summary General Information Site Information ` Analyst NK/KC JurisdidionlDate KONA 11/12/2004 Agency or Company ATA Major Street MAMALAHOA HWY Analysis Period/Year AM PEAK 2003 Mina Sveet PROJECT ACCESS I Commem Base Year 2011 j Input Data { Lane Configuration SB NB EB WB e 1 (curb) TR T LR Lane 2 L !i i Lane 3 - ' Lane 4 Lane 5 ~ t ~ SB NB EB WB i Movement 1 (LT) 2 (TFQ ; 3 (RT) j 4 (Ln 5 (TH) 6 (Rn 7 (LT) B (TH) 9 (RT) ' 10 (LT) ;11 (TH)I 12 (RT) i Volume (w:hlh) 370 ~ 5 ~ 15 265 15 35 PHF _ _ 0.90 i 0.90:0.90 0.90 D.90 0.90: Percent of heavy vehicles, HV 3 3 ' 3 3 3 ~ 3 - T~ ~ Flow rote 344 ~ 6 ! 17 294 17 39 - ~ i Flare storage (A of vehs) 0 Median storage (f of vehs) ~ ~ c Signal upstream of Movement 2 tt Movement 5 ft { Length of study period Ih) 0.25 i ` ! Output Data - ~ Lane Movement' Flow Rate Capacity ~ v/c Queue Length ~ Control Delay LOS - Approach i (vehPo) (veNh) (veh) (s) ; Dela and LOS ~ 1 LR 56 574 0.097 0 11.9 I B _ 11,9 i , i EB 2 , ~ B i i 3 ~ - - I' ~ i 11 I ~I W B 2 SB ~ ` ~ L ~ Ng ~ C~ ~ 17 1203 ~ 0.014 i 0 8.0 ~ A H/CAPTM'2.0.0.1 PROJECT - MAMALAHOA HW/PROJECT ACCE o6atalina Engineering. In.. 1 of 1 CHAPTER 17 - TWSC • UNSIGNALIZED INTERSECTIONS WORKSHEET Analysis Summary j Generallnformation Site Information j Analyst NK/KC JurisdigionlDate KONA 12/26/2003 j Agency w Company ATA Majw Sbeet MAMALAHOA HWY j Analysis PeriodlYear PM PEAK 2003 Minor Street PROJECT ACCESS Comment Base Year 2011 Input Data I Lane Configuration SB ' NB EB WB Lane 1 (curb) TR T LR Lane 2 L Lane 3 Lane 4 I Lanes SB NB EB WB Movement 1 (LT) 2 (TH) 3 (RT) i, 4 (LT) 5 QH) 6 (Rl') 7 (LT) 6 (TH) 9 (RT) I lU (LT) 11 (TH)j 12 (RT) Volume (vetJh) 1255 15 ~ 35 285 10 25 i i PHF 0.90 0.90 10.90 0.90 0.90 0.90 - ~ : Percem of heavy vehicles, HV 3 3 3 3 3 3 ! _ Flow rate 283: 17 39 317 11 28 j Flare riwage of vehs) - 0 i Median storage of vehs) Signal upsbeam of Movemem 2 A Movement 5 h Length al study period Ih) 0.25 Output Data ' Lane Movemem Flow Rate I Capaary - v/c Queue Length j Comrol Delay LOS Approach (vehlh) ~ (veNh) (veh) (s) Dela and LOS I j 1 LR ~ 39 ~ 599 0.065 0 11.4 B 114 I EB 2 ~ ' B 3 ; IWB 2 ~ j ~ i 3 Ng ~ 39 ~ 1255 0.031 ~ 0 8.0 ~ A i I I - ~HiCAPT'"2.0.0.1 PROJECT - MAMALAHOA HW/PROJECT ACCE ~'Catallna Engineering, Inc 1 0l 1 Palamanui Development 11/12/04 AM Peak Hour of Traffic 10:44:38 Base Year 2011 SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters Eor Int # 0 - Mamalahoa Hwy/Kaiminani Dr METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 ~ Movement Parameters MOVLABELS RT TH LT RT TH LT RT TFI LT RT TH LT VOLUMES 0 0 0 0 415 125 250 0 30 90 995 0 WIDTHS 0.0 0.0 0.0 0.0 12,0 12.0 12.0 0.0 12.0 0.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 0 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 i PEAKHOU'RFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ( ACTUATIONS YES YES YES YES YES YES YES YES. YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEIIE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 I.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 1583 0 1770 0 1842 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 8.00 16.00 81.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/12/04 AM Peak Hour of Traffic 10:44:47 Base Year 2011 SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Mamalahoa Hwy/Kaiminani Dr Degree of Saturation (v/c) 0.75 Vehicle Delay 32.3 Level of Service C Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 /I~ I ~ *w**I v Nolth ~ +>I****> * + I + G/C=0.067 ~ G/C=0.133 ~ G/C=0.675 G= 8.0" ~ G= 16.0" I G= 81.0" Y+R= 5.0" ~ Y+R= 5.0" Y+R= 5.0" OFF= 0.0~ ~ OFF=10.8 OFF=28.3 C=120 sec G=105.0 sec = 87.5 Y=15.0 sec = 12.5 Ped= 0.0 sec = 0.0~ Lane Width/~ g/C Service Rate Adj ~ ~ HCM I L ~ Queue Group ~ Lanes Reqd Used @C (vph) @E ~Volume~ v/c ~ Delay 5 Model 1~ EB Approach 49.2 D RT ~ 12/1 0.319 0.242 ~ 20 ~ 367 ~ 278 0.726 ~ 48.6 ~ D ~ 402 ft~ LT ~ 12/1 0.244 0.067 ~ 1 ~ 90 ~ 33 0.280 ~ 54.6 ~*D ~ 51 ft~ NB Approach 13.7 B+ _--TH---I 12/1 0.364 0.850 ~ 1583 ~ 1583 ~ 461 (0 291__-_1-9-~_A ~ 154 ft~ LT ~ 12/1 0.270 0.133 ~ 1 ~ 208 ~ 139 0.589 ~ 52.7 ~*D ~ 210 ft~ SB Approach 37.1 D+ ~RT+TH--_~-12/1-~0_680_~0.675-~-1195_-1243-~_1206- 0.970-~--37.1-~*D+ 1732-ft~ Palamanui Development 11/12/04 PM Peak Hour of Traffic 10:46:00 Base Year 2011 SIGNAL2000/TEAPAC[Ver 1.11.00) - Summary of Parameter Values Intersection Parameters for Int # 0 - Mamalahoa Hwy/Kaiminani Dr METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICB C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONB NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 700 135 285 0 110 40 525 0 ~ WIDTHS 0.0 0.0 0,0 0.0 12.0 12.0 12.0 0.0 12.0 0.0 12.0 0.0 ~ Lp,Ngg 0 0 0 0 1 1 1 0 1 0 1 0 ~ GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' TRUCKPERCENTS 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES I REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUB 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 1583 0 1770 0 1845 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 8.00 9.00 28.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/12/04 PM Peak Hour of Traffic 10:45:54 Base Year 2011 SIGNAL2000/TEAPAC(Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Mamalahoa Hwy/Kaiminani Dr Degree of Saturation (v/c) 0.62 Vehicle Delay 13.3 Level of Service B+ Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 /I~ I ~ v Nolth I * + I + ww*• * + ~ + G/C=0.133 ~ G/C=0.150 ~ G/C=0.467 G= 8.0" ~ G= 9.0" ~ G= 28.0" Y+R= 5.0" ~ Y+R= 5.0" Y+R= 5.0" OFF= 0.0~ ~ OFF=21.7 I OFF=45.0 C= 60 sec G= 45.0 sec = 75.0 Y=15.0 sec = 25.0's Ped= 0.0 sec = 0.0~ Lane Width/~ g/C ~ Service Ratel Adj I I HCM ~ L ~ Queue Group ~ Lanes Reqd Used ~ @C (Vph) @E Volume v/c ~ Delay ~ S Model 1 EB Approach 18.9 B ~_-_RT_-_~-12/1 0.243 0.367 ~ 523 ~ 581 ~ 317 0.546 ~ 16.1-=-B ~ 202 ft LT ~ 12/1 0.103 '0.133 ~ 17D ~ 233 ~ 122 0.517 ~ 26.2 I*C+~ 95 ftl NB Approach 8.8 A TH ~ 12/1 0.443 0.700 ~ 1304 11304 ~ 778 0.597 ~ 5.4 ~ A ~ 322 ft~ LT ~ 12/1 0.121 10.150 ~ 197 265 ~ 150 0.566 ~ 26.5 ~*C+~ 117 ft~ SB Approach 16.1 B ~RT+TH ~ 12/1 0.371 0.467 ~ 819 ~ 861 ~ 627 0.728 ~ 16.1 ~*B ~ 404 ft~ Palamanui Development 11/17/04 AM Peak Hour of Traffic 13:43:10 Base Year 2011 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00) - Summary of Parameter Values Intersection Parameters for Int # 0 - Palani Rd/Queen Raahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB S$ GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKZNGSIDES NONE NONE NONE NONE ~ PARXVOLUMES 20 20 20 20 ` BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0,00 0.00 0.00 0.00 I Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TA LT VOLUMES 0 305 20 20 905 105 0 140 210 0 480 100 WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12.0 12.0 0.0 24.0 12.0 LANES 0 1 1 1 2 1 0 1 1 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YE3 YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQVEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ~ FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 1770 0 3539 1770 Phasing Parameters SEQUENCES 65 66 56 55 55 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 110 170 5 PEDTIME 0.0 0 GREENTIMES 7.00 10.00 27.00 14.00 0.00 37.00 YELLOWTIMES 5.00 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 9 2 6 0 5 EXCESS 0 Palamanui Development 11/17/04 AM Peak Hour of Traffic 13:42:54 Base Year 2011 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0:71 Vehicle Delay 47.5 Level of Service D Sq 65 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 1 * I I * I I ^ I ^ I I * ++++I I * I I ++++I ****I I I I I V I ****I ++++I I I I I ^ I 1++++ v I ~ I I North 1 I + 1 + I I 1++++> 1 1 I + I I + I I I I I + I 1 + 1 I I I I G/C=0.058 I G/C=0.083 I G/C=0.225 I G/C=0.117 I G/C=0.000 I G/C=0.308 I I G= 7.0" I ~ 10.0" I G= 27.0" I G= 14.0" I G= 0.0" I G= 37.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 0.0" I Y+R~ 5.0" I I OFF= 0.0$ I OFF=10.0$ I OFF=22.5$ I OFF=49.2$ I OFF=65.0$ I OFF=65.0$ I C=120 sec G= 95.0 sec = 79.2$ Y=25.0 sec = 20.8$ Ped= 0.0 aec = 0.0$ I Lane (Width/I g/C I Service Ratel Adj 1 I SCM I L I Queue 1 1 Group I Lanesl Regd Used 1 @C (vph) @E IVolumel v/c I Delay I S (Model 11 WB Approach 55.3 E+ 1 TH 112/1 10.322 10.225 I 1 1 403 I 339 10.809 I 55.4 I*E+I 509 ftl I LT 112/1 10.242 10.058 I 1 1 77 1 22 10.214 1 54.9 I*D I 34 ft1 EB Approach 43.3 D+ I TH 112/1 10.273 10.350 I 422 I 652 1 156 10.239 I 27.9 I C 1170 ft1 I LT i 12/1 10.295 10.183 I 1 1 301 1 233 10.719 I 53.6 I*D 1349 ft1 NB Approach 52.2 D I RT 112/1 10.242 10.408 I 484 1 647 I 22 10.034 I 21.3 I C+1 21 ftl I TH 124/2 10.377 10.308 1 591 1 1091 11006 10.922 I 52.7 I*D 1822 ftl 1 LT ( 12/1 10.265 10.117 1 1 1 177 1 117 10.568 I 53.8 1*D 1179 ft1 SB Approach 37.4 D+ 1 TH 1 24/2 10.300 10.308 1 591 1 1091 I 533 10.489 I 34.1 I C 1344 ftl 1 LT 1 12/1 10.263 10.117 1 1 1 177 1 111 10.539 i 52.8 I D 1168 ft1 Palamanui Development 11/17/04 PM Peak Hour of Traffic 13:44:16 Base Year 2011 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Palani Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVZCE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIKEVOLUMES 0 0 0 O PARICINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 2 0 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT ' VOLUMES 0 340 100 25 810 165 0 300 240 0 865 155 WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12.0 12.0 0.0 29.0 12.0 LANES 0 1 1 1 2 1 0 1 1 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRVCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOws 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 1770 0 3539 1770 Phasing Parameters SEQUENCES 65 66 56 55 55 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 170 5 PEDTIME 0.0 0 GREENTIMES 10.00 6.00 28.00 16.00 0.00 35.00 YELLOWTIMES 5.00 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 9 2 6 0 11 EXCESS 0 Palamanui Development 11/17/09 PM Peak Hour of Traffic 13.44.00 Base Year 2011 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary intersection Averages for Int ~ 0 - Palani Rd/Queen Kashumanu Hwy Degree of Saturation (v/c) 0.83 Vehicle Delay 54.5 Level of Service D Sq 65 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 * ^ * ^ ^ j * ++++j I * I I ++++j ++++j I I I 1 v 1 ****1 ++++I I i I I ^ I 1++++ V 1 v 1 I North I I + I + I I I****> I I I + I I + I I 1 I I + 1 I + I I I I I G/C=0.083 I G/C=0.050 I G/C=0.233 ( G/C=0.133 I G/C=0.000 I G/C=0.292 I I G= 10.0" I G= 6.0" I G= 28.0" I G= 16.0" I G= 0.0" i G= 35.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 0.0" I Y+R= 5.0" I I OFF= 0.08 I OFF=12.56 I OFF=21.78 I OFF=49.28 I OFF=66.75 I OFF=66.7$ I C=120 aec G= 95.0 sec = 79.28 Y=25.0 sec = 20.88 Ped= 0.0 sec = 0.08 I Lane (Width/I g/C I Service Rate1 Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used 1 @C (vph) @E IVolumel v/c I Delay I S [Model 11 WB Approach 64.0 E+ I TA 112/1 10.335 10.233 I 1 I 421 I 378 10.869 I 61.2 I*E+[ 567 ftl I LT 112/1 10.263 10.083 I 1 1 118 I 111 10.755 I 73.6 I*E 1188 ftl EB Approach 49.9 D I TH 112/1 10.320 10.325 I 349 1 605 I 333 10.550 I 34.4 I C I 410 ftl I LT 1 12/1 (0.304 10.175 I 1 I 286 I 267 10.861 1 69.2 I*E [ 435 ftl NB Approach 50.7 D I RT 112/1 10.244 10.417 I 502 1 660 I 28 10.042 1 20.8 I C+[ 26 ft1 TH 1 24/2 10.358 10.292 I 468 11032 1 900 10.872 ( 4B.7 1 D 1708 fti 1 LT 1 12/1 10.282 10.133 I 1 I 208 I 183 10.775 1 65.2 1*E+[ 295 ftl SB Approach 56.5 E+ I TH i 24/2 10.369 10.292 I 468 11032 1 961 10.931 1 55.7 I*E+[ 800 ftl 1 LT 1 12/1 10.279 10.133 1 1 I 208 1 172 10.729 I 60.8 I E+[ 271 ftl Palamanui Development 11/12/04 AM Peak Hour of Traffic 10:39:40 Base Year 2011 SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S i NODELOCATION 0 0 ~ QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB ~ GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 I RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 195 0 245 75 890 0 0 0 0 0 575 35 WIDTHS 12.0 0.0 12,0 12.0 12.0 0.0 0.0 0.0 0.0 0.0 12.0 12.0 LANES 1 0 1 1 1 0 0 0 0 0 1 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 t PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES XES YES I REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ( ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 f STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 ~ INITIALQIIEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 27.00 9.00 69.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 11/12/04 AM Peak Hour of Traffic 10:40:56 Base Year 2011 SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.71 Vehicle Delay 28.0 Level of S ervice C Sq 13 ~ Phase 1 ~ Phase 2 ~ Phase 3 ~ ~ ~****I North ~ G/C=0.225 ~ G/C=0.075 G/C=0.575 G= 27.0" ~ G= 9.0° I G= 69.0" Y+R= 5.0" ' Y+R= 5.0° ~ Y+R= 5.0" OFF= 0.0~ ~ OFF=26.7 ~ OFF=38.3 C=120 sec G=105.0 sec = 87.5 Y=15.0 sec = 12.5 Ped= 0.0 sec = 0.0~ Lane Width/~ g/C ~ Service Rate Adj ~ HCM ~ L ~ Queue Group ~ Lanes Reqd Used ~ @C (vph) @E ~Volumel v/c ~ Delay ~ S Model l~ WS Approach 47.4 D ---LT---~-12/1 0.305 0.225 ~ l ~ 381 ~ 272 0.683 ~ 47.4 ~*D ~ 387 ft~ NB Approach 33.4 C ---RT-----12/1 0.259 0.842 ~ 1333 ~ 1333__-_83 0.062-~--_1.6 I A I 24 ft~ TH 112/1 0.578 (0.575 ~ 982 ~ 1071 ~ 989 0.923 ~ 36.1 ~*D+ 1343 ft~ 58 Approach 11.6 B+ I___TH-_-_12/1 0.432 0.692 ~ 1246 ~ 1288 ~ 639 0.496=~-_-9.0 ~ A ~ 451 ft~ LT ~ 12/1 0.246 0.075 ~ 1 ~ 105 ~ 39 0.293 ~ 53.7 ~*D ~ 60 ft~ Palamanui Development 11/12/04 PM Peak Hour of Traffic 10:42:14 Base Year 2011 SIGNAL2000/TEAPAC[Ver 1.11.00) - Summary of Parameter Values intersection Parameters for Int # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 50 0 110 235 705 0 0 0 0 0 1110 295 WIDTHS 0.0 0.0 12.0 12.0 12.0 0.0 0,0 0.0 0.0 0.0 12.0 12.0 LANES 0 0 1 1 1 0 0 0 0 0 1 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 BTARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQIIEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.OD 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 6.00 13.00 26.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 11/12/04 PM Peak Hour of Traffic 10:42:46 Base Year 2011 SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.85 Vehicle Delay 25.5 Level of Service C+ Sq 13 ~ Phase 1 ~ Phase 2 ~ Phase 3 North G/C=0.100 ~ G/C=0.217 ~ G/C=0.433 G= 6.0" ~ G= 13.0" ~ G= 26.0" Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 5.0" OFF= 0.0~ ~ OFP=18.3$ ~ OFF=48.3 C= 60 sec G= 45.0 sec = 75.0 Y=15.0 sec = 25.0"a Ped= 0.0 sec = 0.0~ Lane Width/~ g/C ~ Service Rate Adj ~ ~ HCM ~ L ~ Queue Group ~ Lanese Reqd Used ~ @C (vph) @E ~Volume~ v/c ~ Delay ~ S Model 1~ WB Approach 36.9 D+ LT ~ 12/1 0.103 0.100 ~ 118 ~ 169 ~ 122 0.689 ~ 36.9 ~*D+~ 105 ft~ NB Approach 32.2 C ---RT_--~-12/1 0.208 0.617 ~ 957 ~ 976 ~ 261 0.267-~--_5.4_~_A _--97 ft~ TH ~ 12/1 0.445 0.433 ~ 759 ~ 807 ~ 783 0.970 ~ 41.1 ~*D+~ 720 ft~ SB Approach 20.2 C+ --_TH---~-12/1 ~0 664 0.733 ~ 1366 ~ 1366 ~ 1233 0.903 ~ 15.0 ~ B+~ 815 ft~ LT ~ 12/1 0.226 0.217 ~ 312 ~ 383 ~ 328 0.856 ~ 39.8 ~*D+~ 288 ft~ Palamanui Development 11/12/04 AM Peak Hour of Traffic 10:51:43 Base Year 2011 SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 750 275 90 0 50 80 475 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 12.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 1 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES RSQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 Z.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 0 0 1770 1583 1863 0 Phasing Parameters SEQUENCES 12 12 PERMZSSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 6.00 16.00 23.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 1 1/12/04 AM Peak Hour of Traffic 10:33:35 Base Year 2011 SIGNAL2000/TEAPAC[Ver 1.11.007 - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.62 Vehicle Delay 12.9 Level of Service B+ Sq 12 ~ Phase l ~ Phase 2( Phase 3 /I~ I ~ v * ~ I*w**~ Noith I++++G* ~ * ~ ~ G/C=0.100 ~ G/C=0.267 ~ G/C=0.383 G= 6.0" ~ G= 16.0" ~ G= 23.0" Y+R= 5.0" Y+R= 5.0" ~ Y+R= 5.0" OFF= 0.0~ OFF=18.3 ~ OFF=53.3 C= 60 sec G= 45.0 sec = 75.0 Y=15.0 sec = 25.0 Ped= 0.0 sec = 0.0~ Lane Width/~ g/C ~ Service Rate Adj ~ ~ HCM ~ L ~ Queue Group ~ Lanes Reqd Used ~ @C (vph) @E ~VOlume~ v/c ~ Delay ~ S Model l~ EB Approach 26.1 C+ _ LT ~ 12/1 0.056 0.100 ~ 118 ~ 169 ~ 56 0.316 ~ 26.1 ~*C+~ 43 ft~ NB Approach 9.5 A TH ~ 12/1 0.469 ~0 733 ~ 1366 ~ 1366 ~ 833 ~0 610 ~ 4 7 ~ A ~ 326 ft~ LT ~ 12/1 0.213 0.267 ~ 403 ~ 472 ~ 306 0.648 ~ 22.6 ~*C++ 222 ft~ SB Approach 18.0 B RT ~ 12/1 0.089 0.567 ~ 869 ~ 897_---89 0.099-~-_-6.0-_A ~_-33 ft~ TH ~ 12/1 0.318 0.383 ~ 658 ~ 714 ~ 528 0.739 ~ 20.0 ~*C+~ 368 ft~ Palamanui Development 11/12/04 PM Peak Hour of Traffic 10:51:53 Base Year 2011 SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 590 135 255 0 95 60 1175 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 I2.0 0.0 12.0 12.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 1 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YSS YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 0 0 1770 1583 1863 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTZME 0.0 0 GREENTIMES 10.00 13.00 82.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Developaent 11/12/04 PM Peak Hour of Traffic 10:34:22 Base Year 2011 SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.79 Vehicle Delay 37.9 Level of Service D+ Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 /I~ I ~ v Nolth ~ ~ v * I ~ v G/C=0.083 ~ G/C=0.108 ~ G/C=0.663 G= 10.0" ~ G= 13.0" I G= 82.0" Y+R= 5.0" ~ Y+R= 5.0" Y+R= 5.0" OFF= 0.0~ ~ OFF=12.5$ ~ OFF=27.5 C=120 sec G=105.0 sec = 87.5 Y=15.0 sec = 12.5 Ped= 0.0 sec 0.0~ ----------------------------------------J-I--------------I---~-------- Lane Width/~ g/C ~ Service Rate Ad' HCM L Queue Group ~ Lanes Reqd Used ~ @C (vph) @E ~VOlume~ v/c I Delay ~ S Model ll EB Approach 69.5 E LT ~ 12/1 0.262 0.083 ~ l ~ 118 ~ 106 10.721 ~ 69.5 ~*E ~ 177 ft~ NB Approach 15.4 B TH ~ 12/1 ~0 439 0.833 ~ 1552 ~ 1552 656 0.423 ~ 2.8 A ~ 274 ft~ LT ~ 12/1 0.273 0.108 ~ 1 ~ 162 + 1500.781 ~--70_7--*E-~-249 ft~ SB Approach 48'7 D ~_--RT---_12/1 0.255 ~0 808 ~ 1273 ~ 1280 ~ 67 0.052 ~ 2.3 ~ A ~ 23 ft~ TH ~ 12/1 0.718 0.683 ~ 1228 ~ 1273 ~ 1306 1.026 ~ 51.0 ~*D 2094 ft~ ATA •us.~x rs u.eur+i c naaec~srea. ANC. CAVIL Cn OIHCCP9 • •VYV [YO PS APPENDIX C LEVEL OF SERVICE CALCULATIONS • Year 2011 with Traffic Mitigation Measures Palamanui Development 11/17/04 AM Peak Hour of Traffic 08:58:02 Base Year 2011 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMDDEL$ 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 195 0 245 75 890 0 0 0 0 0 575 35 WIDTHS 12.0 0.0 12.0 12.0 24.0 0.0 0.0 0.0 0.0 0.0 24.0 12.0 LANES 1 0 1 1 2 0 0 0 0 0 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ~ ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ~ MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ' ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ' STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1,00 1.00 1.00 SATURATIONFLOWS 0 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 27.00 9.00 69.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 11/17/04 AM Peak Hour of Traffic 08:58:08 Base Year 2011 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.42 Vehicle Delay 17.1 Level of Service B Sq 13 ~ Phase 1 ~ Phase 2 ~ Phase 3 * ^ /I\ I * A ~ North ~ c/c=o.2zs ~ c/c=o.o7s ~ G/C=0.575 ~ G= 27.0" ~ G= 9.0" ~ G= 69.0" Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" OFF= 0.0% ~ OFF=26.7% ~ OFF=38.3% C=120 sec G=105.0 sec = 87.5% Y=15.0 sec = 12.5% Ped= 0.0 sec = 0.0% Lane ~wiath/I g/C ~ Service Rate Adj ~ ~ HCM I L I Queue Group ~ Lanes Reqd Used ~ @C (vph) @fi ~Volume~ v/c ~ Delay ~ S Model l~ WB Approach 47.4 D ---LT___~-12/1-~0.305-~0.225-~--__1_~_-381_~-_272_~0.683_~__47_4-~*D-~-387-ft~ NB Approach 14.2 B+ _--RT_--~ 12/1 ~0 259 0.842 ~ 1333 ~ 1333-~--_83_0 062=~_=_1 6 ~ A ~ 24 ft~ TH ~ 24/2 0.374 0.575 ~ 1941 ~ 2035 ~ 989 0.486 ~ 15.2 ~*B ~ 455 ft~ SB Approach 9.7 A ---TH_--~ 24/2==0.316 ~0 692 ~ 2434 ~ 2448 ~ 639 0.261-~_--7.0---A ~ 198 ft~ LT ~ 12/1 0.246 0.075 ~ 1 ~ 105 ~ 39 0.293 ( 53.7 I*D ~ 60 ft~ Palamanui Development 11/17/04 PM Peak Hour of Traffic 08:59:12 Base Year 2011 with Mitigative Measure SIGNAL2000/TEAPACLVer 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RZGHTTURNONREDS 0 0 0 0 ~ UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 50 0 110 235 705 0 0 0 0 0 1110 295 WIDTHS 0.0 0.0 12.0 12.0 24.0 0.0 0.0 0.0 0.0 0.0 24.0 12.0 ' LANES 0 0 1 1 2 0 0 0 0 0 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0,00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 ! TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES XES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2,0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 6.00 13.00 26.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 11/17/04 PM Peak Hour of Traffic 08:59:18 Base Year 2011 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.52 Vehicle Delay 12.1 Level of Service B+ Sq 13 ~ Phase l ~ Phase 2 ~ Phase 3 * ++++I ~ ~ I <****I North ~ G/C=0.100 ~ G/C=0.217 ~ G/C=0.433 G= 6.0" ~ G= 13.0" ~ G= 26,0" Y+R= 5.0" I Y+R= 5.0" ~ Y+R= 5.0" OFF= 0.0% ~ OFF=18.3% ~ OFF=48.3% C= 60 sec G= 45,0 sec = 75.0% Y=15.0 sec = 25.0% Ped= 0.0 sec = 0.0% -------------------------------]-i'-----i-------i---~-------~ Lane (Width/~ g/C ~ Service Rate Ad' HCM L Queue Group ~ Lanes Reqd Used ~ @C (vph) @E ~Volume~ v/c ~ Delay ~ S Model 1~ WB Approach 36.9 D+ LT ~ 12/1 0.103 0.100 ~ 118 ~ 169 ~ 122 0.689 ~ 36.9 ~*D+~ 105 ft~ NB Approach 10.9 B+ ---RT--=_12/1 0.208 0.617 ~ 957 ~ 976 ~ 261 ~0 267-~-_-5.4-~_A ~_-97 ft~ TH ~ 24/2 0.244 0.433 ~ 1503 ~ 1534 ~ 783 0.510 ~ 12.7 ~*B+~ 237 ft~ SB Approach 11.1 B+ TH ~ 29/2 0.363 0.733 ~ 2595 ~ 2595 ~ 1233 0.475 ~ 3.4 ~ A ~ 217 ft~ LT ~ 12/1 0.226 0.217 ~ 312 ~ 383 ~ 328 0.856 ~ 39.8 ~*D+~ 288 ft~ Palamanui Development 11/17/04 AM Peak Hour of Traffic 0 8:52:30 Base Year 2011 with Mitigative Measure SIGNAL2000/TEAPAC(Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WS NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 ' BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 ~ UPSTREAMVC 0.00 0.00 0.00 0.00 ( Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 750 275 90 0 50 80 475 0 WIDTHS 0.0 0.0 0.0 0.0 24.0 12.0 12.0 0.0 12.0 12.0 24.0 0.0 LANES 0 0 0 0 2 1 1 0 1 1 2 0 GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ~ ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES ~ REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ~ MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 ~0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 2863 1770 0 0 1770 1583 1863 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 6.00 16.00 23.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/17/04 AM Peak Hour of Traffic 08:52:41 Base Year 2011 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.39 Vehicle Delay 10.2 Level of Service B+ Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 /I~ I ~ v * I *w**) Noith i+++V~* I i++++ * v G/C=0.100 ~ G/C=0.267 ~ G/C=0.383 G= 6.0" G= 16.0" ~ G= 23.0" Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 5.0" OFF= 0.0~ ~ OFF=18.3 ~ OFF=53.3$ C= 60 sec G= 45.0 sec 75.0 Y=15.0 sec = 25.0 Ped= 0.0 sec = 0.0~ Lane Width/~ g/C ~ Service Rate Adj ~ ~ HCM ~ L ~ Queue Group ~ Lanes Reqd Used ~ @C (vph) @E ~Volume~ v/c ~ Delay ~ S Model 1~ EB Approach 26.1 C+ LT ~ 12/1 0.056 0.100 f 118 ~ 169 ~ 56 0.316 ~ 26.1 *C+~ 43 ft~ NB Approach 8.2 A --_TH _-_24/2 0.258 0.733 ~ 2595 ~ 2595 ~ 833 ~0 321=~_=-2.9 ~ A ~ 126 ft~ LT ~ 12/1 0.213 0.267 ~ 403 ~ 472 ~ 306 0.648 ~ 22.6 ~*C+~ 222 ft~ SB Approach 12.5 B+ ~__-RT-_-~-12/1 0.089 0.567 ~ 869 ~ 897-~--_89_~0.099_~-_-6.0 ~ A ~ 33 ft~ TH ~ 24/2 0.175 0.383 ~ 1311 ~ 1357 ~ 528 0.389 ~ 13.6 ~*B+~ 160 ft~ Palamanui Development 11/ 17/04 PM Peak Hour of Traffic 13:41:55 Base Year 2011 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIKEVOLUMES 0 0 0 O ' PARRINGSIDES NONE NONE NONE NONE PARICVOLUMES 20 20 2 0 2 0 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 O UPSTREAMNC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 590 135 255 0 95 60 1175 0 WIDTHS 0.0 0.0 0.0 0.0 24.0 12.0 12.0 0.0 12.0 12.0 24.0 0.0 LANEg 0 0 0 0 2 1 1 0 1 1 2 0 GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ~ TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES ` REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 ~ IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 3539 1770 0 0 1770 1583 3539 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 7.00 9.00 29.00 YELLOWTIMES 5.00 5.00 5.00 CRITICAI.S 9 6 11 E7CCESS O Palamanui Development 11/17/04 PM Peak Hour of Traffic 13:41:33 Base Year 2011 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.57 Vehicle Delay 12.4 Level of Service B+ Sq 12 I Phase 1 1 Phase 2 1 Phase 3 1 I I I I I I I I /I\ I i <++++I <++++I I I I ****I I I I I v I I Nozth I I 1****> I I 1++++ * I I++++ I I v* I I v I I G/C=0.117 I G/C=0.150 I G/C=0.483 I I G= 7.0" I G= 9.0" I G= 29.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.08 I OFF=20.0$ I OFF=43.3$ I C= 60 sec G= 45.0 sec = 75.0$ Y=15.0 sec = 25.08 Ped= 0.0 sec = 0.0$ I Lane IWidth/I B/C I Service Ratel Adz I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S IMOdel 11 EB Approach 27.1 C+ I LT 112/1 10.092 10.117 I 143 I 200 I 106 10.515 I 27.1 I*C+I 84 ftl NB Approach 7.4 A I TH 124/2 10.210 10.717 12536 12536 I 656 10.259 I 3.0 I A I 99 ftl 1 LT 112/1 10.121 10.150 I 197 I 265 I 150 10.566 I 26.5 I*C+I 117 ftl SB Approach 14.2 B+ I RT 112/1 10.072 10.683 11075 11082 I 67 10.062 I 3.2 I A I 18 ftl I TH 124/2 10.382 10.483 11696 11711 11306 10.763 I 14.8 (*B+1 451 ftl ATA •u cll N. Ya urau Nl s •EnamcrE S. I VIL CNnINEEPa • EUaV [YON9 APPENDIX C LEVEL OF SERVICE CALCULATIONS • Base Year 2014 CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET j Analysis Summary . ...._i General/nformation Site In/ormation I r--'--~-- Analyst NK/KC Jurisd¢oonlDale KONA 11112!2004 Agency or Company ATA Major Sheet MAMALAHOA HWY Analysis Period/Year AM PEAK 2003 Minor Street PROJECT ACCESS Comment Base Year 2014 j Input Data LaneConfiguralion SB _ NB EB WB - - - Lane 1 (curb) TR T LR Lane 2 _ L ~I Lane 3 Lane 4 ~ I j Lane 5 SB NB EB WB I Movement 1 (LT) 2 (TH) 3 (RT) 4 (LT) ~ 5 (TH) 6 (RT) 7 (LT) 8 (TH) 9 (RT)1,10 (LT) I11 (TH) 12 (RT) I Volume (vehlh) 350 5 20 j 3D5 20 50 PHF 0 90 0 90 D.90 ~0.90~_ 0.90 0.90 ' - ' Percern of heavy vehicles, HV 3 3 3 1 3 1I ~ 3 3 i Flow role 389 6 22 1339 I 22 56 I i I Flare storage of vehs) 0 Median storage of vehs) I Signal upstream of Movemem 2 h~ Movement 5 h ~ I Length of study period (h) 0.25 i OufpufData ______I Lane, Movement Flow Rare Ca~pac~ryi ~ v/c ' Queue Length Control Delay LOS Approach ~ (vehRt) ~ (veh/h) ~ (veh) (s) Dela and LOS I 1 LR 78 ~ 531 0.147 I, 1 12.9 B 12.9 EB 2 I j B I i 3 1 I I I I 1 I ; I I W B 2 I, 3I ;I I ~ _ I I Ng i L,: 22 I 1159 0.019 li 0 8.2 A HiCAPTM2.0.0.1 PROJECT - MAMALAHOA HW/PROJECT ACCE TCatalina Engineering. Inc. 1 of 1 CHAPTER 17 • TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET i Analysis Summary F Generallnformation Si[e Information Analyst NK/KC JurisdidionlDafe KONA 11/12/2004 I Agency or Company ATA Major Sveet MAMALAHOA HWY Analysis PeriodlYear PM PEAK 2003 Minor Sveet PROJECT ACCESS Comment Base Year 2014 Input Data Lane Configuration SB i NB _EB_____ WB Lane 1 (curb) TR T LR Lane 2 L I Lane 3 Lane 4 I Lane 5 SB i NB EB WB Movement 1 (Ln 2 (TH) ~ 3 (RT) 14 (LT) 5 (1H) 6 (RT) 1 (LT) 8 (TH) ' 9 (RT) '~,10 (LT) x,11 (iH) 12 (RT) ~I Volume (veWh) 295 20 j 45 325 15 35 PHF ' 0.90 j 0.90 j 0.90 0.90 0.9_0 j 0.90 I i i Percem of heavy vehicles, HV 3 3 3 3 3 1 3! Flow rare 328 ! 22 ( 50 361 17 39 I I Flare storage (R of vehs) 0 ' i Median storage (f of vehs) I ' Signal upstream of Movemem 2 fl Movemem 5 h i ~I Length of study period (h) 0.25 Output Data _ Lane' Movement Flow Rue Capacity vlc Queue Lemph ( Comrol Delay ! LOS ~ Approach j (vehlh) (vetJh) (veh) (s) i ~ Dela and LOS t LR 56 529 0.106 0 12.6 j B 12 6 EB 2 i ~ B 1 i i IWB 2 ~ s I ~ ~ I 4 Ng ' 50 ~ 1203 ~ 0.042 i 0 ~ 8.1 ~ A ~ HiCAPT^'2.0.0.1 PROJECT - MAMALAHOA HW/PROJECT ACCE TCatalinr Engineering, inc. 1 of 1 Palamanui Development 11/12/04 AM Peak Hour of Traffic 11:09:50 Base Year 2014 SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Mamalahoa Hwy/Kaiminani Dr METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATZON 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONH NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 475 125 255 0 30 90 1145 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 0.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 0 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 1583 0 1770 0 1844 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 6.00 18.00 101.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 7 7 11 EXCESS O Palamanui Development 11/12/04 AM Peak Hour of Traffic 11:09:56 Base Year 2014 SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Mamalahoa Hwy/Kaiminani Dr Degree of Saturation (v/c) 0.82 Vehicle Delay 44.4 Level of Service D+ Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 /I\ ~ ~ v North ~ + * ~ * ~ v G/C=0.093 ~ G/C=0.129 ~ G/C=0.721 G= 6.0" ~ G= 18.0" ~ G= 101.0" Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 5.0" OFF= 0.0~ ~ OFF= 7.9~ ~ OFF=24.3 C=140 sec G=125.0 sec = 89.3 Y=15.0 sec = 10.7's Ped= 0.0 sec = 0.0~ Lane Width/~ g/C ~ Service Rate Adj ~ ~ HCM ~ L ~ Queue Group ~ Lanes Reqd Used ~ @C (vph) @8 ~Volume~ v/c ~ Delay ~ S Model l~ EB Approach 73.5 E ~_--RT -_~-12/1 ~0 365 0.207=~==-=1=~==295 ~ 283 0.863 ~ 74 0 ~*E ~ 519 ft LT ~ 12/1 0.300 0.043 ~ l ~ 47 ~ 33 0.434 ~ 69.3 I E ~ 63 ftl NB Approach 14.1 B+ ---TH 12/1 0.421 ~0 886 ~ 1650 ~ 1650 ~ 528 ~0.320_~-__1.4 ~ A ~ 166 ft~ LT ~ 12/1 0.323 0.129 ~ 1 ~ 187 ~ 139 0.610 ~ 62.4 ~ E+~ 244 ft~ - SB Approach 52.4 D ~RT+TH=_=~-12/1 0.760 0.721 ~ 1286 ~ 1331 ~ 1372 1.031 ~ 52.4 I*D 2490 ft~ Palamanui Development 11/12/04 PM Peak Hour of Traffic 11:10:54 Base Year 2014 SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Mamalahoa Hwy/Kaiminani Dr METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONfi PARKVOLUMSS 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES D 0 0 0 805 135 285 0 110 40 605 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 0.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 0 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00-0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPSS 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDBALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 1583 0 1770 0 1847 0 Phasing Parameters SEQUENCES 12 12 PERMTSSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 70 PEDTIME 0.0 0 GREENTIMES 9.00 11.00 35.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/12/04 PM Peak Hour of Traffic 11:11:00 Base Year 2014 SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Mamalahoa Hwy/Kaiminani Dr Degree of Saturation (v/c) 0.67 Vehicle Delay 15.0 Level of S ervice B Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 I ~ ***wl North * + ~ + ~ v G/C=0.129 ~ G/C=0.157 ~ G/C=0.500 G= 9.0" ~ G= 11.0" ~ G= 35.0" Y+R= 5.0" I Y+R= 5.0" ~ Y+R= 5.0" OFF= 0.0% ~ OFF=20.0% ~ OFF=42.9% C= 70 sec G= 55.0 sec = 78.6% Y=15.0 sec = 21.4% Ped= 0.0 sec = 0.0% Lane Width/~ g/C ~ Service Rate Adj ~ ~ HCM I L I Queue Group ~ Lanese Regd Used ~ @C (vph) @E ~Volume~ v/c ~ Delay ~ S Model 1~ EB Approach 22.6 C+ RT ~ 12/1 0.252 0.357 ~ 493 ~ 565 ~ 317 0.561 ~ 19.4 ~ B ~ 236 ft~ LT ~ 12/1 0.113 0.129 ~ 147 ~ 221 ~ 122 0.535 ~ 31.0 ~*C ~ 111 ft~ NB Approach 9.5 A TH ~ 12/1 0.505 0.729 ~ 1357 ~ 1357 ~ 894 0.659 ~ 6.1 ~ A ~ 432 ft~ LT ~ 12/1 0.131 0.157 ~ 192 ~ 275 ~ 150 0.540 ~ 29.3 ~*C ~ 132 ft~ SB Approach 18.5 B ~RT+TH_-=~ 12/1 0.422 ~0 500 ~ 877 ~ 924 ~ 716 0.775 ~ 18.5 ~*8 ~ 536 ft~ APPENDIX C LEVEL OF SERVICE CALCULATIONS • Year 2014 with Traffic Mitigation Measures Palamanui Development 11/17/04 AM Peak Hour of Traffic 14:11:42 Base Year 2014 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.007 - Summary of Parameter Values intersection Parameters for Int # 0 - Palani Rd/Queen Kaahumanu Hwy METROAREA NONCSD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS W$ NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT ' VOLUMES 0 305 20 20 1035 105 0 140 210 0 550 100 WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12,0 12.0 0.0 24.0 12.0 LANES 0 1 1 1 2 1 0 1 1 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YE3 YES YES YES YE3 YES YES gEQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 1770 0 3539 1770 Phasing Parameters SEQUENCES 65 66 56 55 55 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 110 170 5 PEDTIME 0.0 0 GREENTIMES 6.00 13.00 32.00 14.00 0.00 50.00 YELLOWTIMES 5.00 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 9 2 6 0 5 EXCESS 0 Palamanui Development 11/17/04 AM Peak Hour of Traffic 14.11:00 Base Year 2014 with Mitigative Measure SIGNAL2000/'pEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int ~ 0 - Palani Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.72 Vehicle Delay 51.1 Level of Service D Sq 65 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 j * ++++j I * I I ++++j ++++j I I I I V I ****I ++++I I I I I I I++++ v I ~ I I North I I + 1 + I I I++++> 1 I I + ~ j + j I I I I I G/C=0.093 ( G/C=0.093 I G/C=0.229 I G/C=0.100 I G/C=0.000 I G/C=0.357 I I G= 6.0" I G= 13.0" I G= 32.0" I G= 14.0" I G= 0.0" I G= 50.0" 1 I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 0.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF= 7.9$ I OFF=20.7$ I OFF=47.1$ I OFF=60.7$ I OFF=60.7$ 1 C=140 sec G=115.0 sec = 82.1$ Y=25.0 sec = 17.9$ Ped= 0.0 sec = 0.0$ I Lane (Width/I g/C I Service Rate1 Adj I I HCM I L I Queue 1 I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 WB Approach 61.4 E+ I TH 112/1 10.366 10.229 1 1 I 397 1 339 10.796 1 61.0 I*E+1 575 ft1 I LT 112/1 10.298 10.043 I 1 I 47 I 22 10.289 I 67.0 I*E+1 41 ftl EB Approach 52.7 D I TH 1 12/1 10.325 10.357 1 302 1 665 I 156 10.235 1 31.8 I C 1 195 ft1 1 LT 112/1 10.345 10.171 1 1 I 265 I 233 10.769 I 66.8 I*E+1 413 ftl NB Approach 53.8 D 1 RT ( 12/1 10.296 10.936 I 480 I 690 I 22 10.032 1 22.6 I C+1 23 ftl 1 TH i 24/2 10.436 10.357 1 591 1 1264 1 1150 10.910 1 52.8 I*D 11023 ftl 1 LT 112/1 10.318 10.100 1 1 1 137 1 117 10.661 I 69.5 I*E 1215 ftl SB Approach 40.2 D+ 1 TH 124/2 10.359 10.357 1 591 11264 1 611 10.483 I 35.3 1 D+1 430 ft1 1 LT 1 12/1 10.317 10.100 1 1 I 137 1 111 10.627 1 67.4 1 E+1 202 ftl Palamanui Development 11/17/04 PM Peak Hour of Traffic 14:13:16 Base Year 2014 with Mitigative Measure SIGNAL2000/TEApAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Palani Ad/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 90 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARRINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 ` UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters ~ MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 340 100 25 920 165 0 300 240 0 985 155 WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12.0 12.0 0.0 24.0 12.0 LANgg 0 1 1 1 2 1 0 1 1 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOUAFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 j ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES ' REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0, 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITZALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 1770 0 3539 1770 Phasing Parameters SEQUENCES 65 66 56 55 55 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 170 5 PEDTIME 0.0 0 GREENTIMES 12.00 8.00 32.00 19.00 0.00 44.00 YELLOWTIt~S 5.00 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 9 2 6 0 11 ERCESS 0 Palamanui Development 11/17/04 PM Peak Hour of Traffic 14.13:00 Base Year 2014 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.87 Vehicle Delay 64.6 Level of Service E+ Sq 65 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 * ^ * ^ ^ I * ++++j j * j I ++++j ++++i I I i I I v 1 ****I ++++I I I I I I 1++++ v 1 v I I North I I + 1 + 1 1 I****> I I I + ~ j + j I I I I i G/C=0.086 I G/C=0.057 I G/C=0.229 I G/C=0.136 I G/C=0.000 I G/C=0.314 I I G= 12.0" I G= 8.0" I G= 32.0" I G= 19.0" I G= 0.0" I G= 44.0" 1 1 Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 0.0" I Y+R= 5.0" 1 I OFF= 0.0$ I OFE=12.1$ I DFF`-21.4$ I OFF=47.98 I OFF=65.08 ( OFF= 65.0 I C=140 sec G=115.0 sec = 82.18 Y=25.0 sec = 17.98 Ped= 0.0 sec = 0.08 1 Lane IWidth/1 4/C I Service Ratel Adj I I HCM I L I Queue I I Group I Laneal Reqd Used I @C (vph) @E IVolumel v/c I Delay I S IModel 11 WB Approach 73.5 E 1 TH 112/1 10.376 10.229 I 1 1 397 I 378 10.887 1 72.0 I*E 1 679 fti 1 LT 112/1 10.317 10.086 1 1 1 113 I 111 10.730 I 78.8 I*E 1 212 ftl EB Approach 55.4 E+ I TH 112/1 10.364 10.321 1 138 I 590 I 333 10.556 1 40.4 I D+1 473 ft1 1 LT 112/1 10.353 10.179 I 1 1 279 I 267 10.845 I 74.2 I*E 1489 ft1 NB Approach 59.5 E+ I RT 112/1 10.300 10.436 I 480 I 690 ( 28 10.041 I 22.7 I C+I 30 ft1 1 TH 1 24/2 10.416 10.314 ( 204 1 1112 1 1022 10.919 1 58.3 i E+1 939 ftl 1 LT 112/1 10.333 10.136 I 1 1 200 I 183 10.762 1 71.8 1*E 1335 ft1 SB Approach 70.3 E 1 TH 1 24/2 10.427 10.314 1 204 1 1112 1 1094 10.984 1 70.7 1*E 11079 ft1 I LT 112/1 10.331 10.136 I 1 1 200 I 172 10.717 1 67.8 1 E 1 309 ftl Palamanui Development 11/17/04 AM Peak Hour of Traffic 14:08:29 Base Year 2014 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for int # 0 - Kaiminani Dr/Queen Raahumanu H METROAREA NONCSD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLASELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARICVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT " VOLUMES 195 0 245 75 1015 0 0 0 0 0 655 35 WIDTHS 12.0 0.0 12.0 12.0 24.0 0.0 0.0 0.0 0.0 0.0 24.0 12.0 T•nr~g 1 0 1 1 2 0 0 0 0 0 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 ZDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATZONFLOWS 0 0 1770 1583 3539 0 0 0 0 0 3539 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 60 120 60 PEDTIME 0.0 0 GREENTIMES 18.00 6.00 31.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 11/17/04 AM Peak Hour of Traffic 13:49:06 Base Year 2014 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.55 Vehicle Delay 14.8 Level of Service 8+ Sq 13 I Phase 1 1 Phase 2 1 Phase 3 1 I * ^ I ^ I I * ++++1 1 ++++1 I i I I I I I I**** I I North I 1++++> 1++++> 1 I I I I I I I I I 1 G/C=0.257 I G/C=0.086 I G/C=0.443 i I G= 18.0" I G= 6.0" I G= 31.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=32.9$ I OFF=48.6$ I C= 70 sec G= 55.0 sec = 78.6$ Y=15.0 sec = 21.4$ Ped= 0.0 sec = 0.0$ I Lane (Width/I g/C I Service Ratel Adz I I HCM I L I Queue I I Group I Lanesl Reqd Used 1 @C (vph) @8 IVolumel v/c I Delay I S IModel.ll WB Approach 25.0 C+ I LT 112/1 10.204 (0.257 I 369 I 455 I 272 10.598 1 25.0 1*C+1 224 ftl NB Approach 16.5 8 1 RT 1 12/1 10.094 10.771 11221 1 1221 I 83 10.068 I 2.0 1 A I 20 ftl 1 TH 124/2 10.342 10.443 11519 1 1567 1 1128 10.720 I 17.6 1*8 1 444 ftl SB Approach 8.4 A I TH 124/2 10.238 10.600 12124 12124 1 728 10.343 1 7.1 1 A 1178 ftl 1 LT 1 12/1 10.053 10.086 I 84 1 139 I 39 10.257 1 30.8 1*C 1 35 ftl Palamanui Development 11/17/04 PM Peak Hour of Traffic 09:15:13 Base Year 2014 with Mitigative Measure SZGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Kaiminani Dr/Queen Kaahumanu Fi METROAREA NONCBD ' SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 ' QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 O.0 PEDLEVELS 0 0 0 0 i BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTIIRNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters i MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 50 0 110 235 805 0 0 0 0 0 1265 295 WIDTHS 0.0 0.0 12.0 12.0 24.0 0.0 0.0 0.0 0.0 0.0 24.0 12.0 LANES 0 0 1 1 2 0 0 0 0 0 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES l REQCLEARANCES 5.0 S.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 ! ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 D INITIALQUEUB 0 0 0 0 0 0 0 0 0 0 0 0 ZDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYPACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 120 120 60 PEDTIME 0.0 0 GREENTIMES 15.00 29.00 61.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 11/17/04 PM Peak Hour of Traffic 09:15:19 Base Year 2014 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.51 Vehicle Delay 16.2 Level of Service B Sq 13 ~ Phase 1 ~ Phase 2 ~ Phase 3 * ^ ~ ~ <***+I North ~ G/C=0.125 ~ G/C=0.242 ~ G/C=0.508 G= 15.0" ~ G= 29.0" ~ G= 61.0" Y+R= 5.0" I Y+R= 5.0" ~ Y+R= 5.0" OFF= 0.0~ ~ OFF=16.7 ~ OFF=45.0 C=120 sec G=105.0 sec = 87.5 Y=15.0 sec = 12.55 Ped= 0.0 sec 0.0~ Lane Width/~ g/C ~ Service Rate Adj ~ HCM ~ L ~ Queue Group ~ Lanes Reqd Used ~ @C (vph) CAE ~VOlume~ v/c ~ Delay ~ S Model 1~ WB Approach 52.3 D ---LT--__12/1 0.266 0.125=~==-_1=~==192 ~ 122 0.552 ~ 52 3 ~*D ~ 184 ft~ NB Approach 16.9 B --_RT---~-12/1 ~0 313 0.675 ~ 1019 ( 1069 ~ 261 0.244-~--_7.7 ~ A ~ 160 ft~ TH ~ 24/2 0.357 0.508 ~ 1648 ~ 1799 ~ 894 0.497 ~ 19.6 ~*B ~ 457 ft~ SB Approach 13.2 B+ --_TH---~-24/2 0.456 0.792 ~ 2802 ~ 2802 ~ 1406 0.502=~-==4.5 A ~ 398 ft~ LT ~ 12/1 0.324 0.242 ~ 23 ~ 415 ~ 328 0.766 ~ 50.5 ~*D ~ 477 ft~ Palamanui Development 11/17/04 AM Peak Hour of Traffic 09:11:47 Base Year 2014 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEIIEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 ' Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 860 275 90 0 50 80 545 0 WIDTHS 0.0 0.0 0.0 0.0 24.0 12.0 12.0 0.0 12.0 12.0 24.0 0.0 LANES 0 0 0 0 2 1 1 0 1 1 2 0 ~ GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00-0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INZTIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 0 0 1770 1583 1863 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0,00 1 CYCLES 60 105 5 PEDTZME 0.0 0 GREENTIMES 6.00 16.00 23.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/17/04 AM Peak Hour of Traffic 09:11:52 Base Year 2014 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.42 Vehicle Delay 10.1 Level of Service B+ Sq 12 i Phase 1~ Phase 2 ~ Phase 3 /I\ I ~ v Nolth ~ ~ I++++~ * v G/C=0.100 ~ G/C=0.267 ~ G/C=0.363 G= 6.0" ~ G= 16.0" ~ G= 23.0" Y+R= 5.0" ~Y+R= 5.0" I Y+R= 5.0" OFF= 0.0~ ~ OFF=18.3 ~ OFF=53.3 C= 60 sec G= 45.0 sec = 75.0 Y=15.0 sec = 25.0$ Ped= 0.0 sec = 0.0$ Lane (Width/~ g/C ~ Service Ratel Adj ~ ~ HCM ~ L ~ Queue Group ~ Lanesl Reqd Used ~ @C (vph) @E ~Volume~ v/c ~ Delay ~ S Model 1~ EB Approach 26.1 C+ LT ~ 12/1 0.056 0.100 ~ 118 ~ 169 ~ 56 0.316 ~ 26.1 ~*C+~ 43 ft~ NB Approach 7.8 A ---TH 24/2 ~0 290 ~0 733 ~ 2595 ~ 2595 ~ 956 0.368 ~ 3.0 ~ A ~ 151 ft~ LT ~ 12/1 0.213 0.267 ~ 403 ~ 472 ~ 3060.648 ~ 22.6 ~*C+~ 222 ft~ SS Approach 13.0 8+ --_RT---_-12/1 ~0 089 0.567 ~ 869 ~ 897 ~ 89 0.099 ~ 6.0 ~ A ~ 33 ft~ TH 24/2 0.197 0.383 ~ 1311 ~ 1357 ~ 606 0.447 ~ 14.0 ~*B+~ 188 ft~ Palamanui Development 11/17/04 PM Peak Hour of Traffic 13.46:05 Base Year 2014 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 90 Approach Parameters APPLABELS WB NS EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PART(VOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 670 135 255 0 95 60 1340 0 WIDTHS 0.0 0.0 0.0 0.0 24.0 12.0 12.0 0.0 12.0 12.0 24.0 0.0 LANES 0 0 0 0 2 1 1 0 1 1 2 0 GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCICPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ' ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES ' REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STAATUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 3539 1770 0 0 1770 1583 3539 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 105 105 5 PEDTIME 0.0 0 GREENTIMES 6.00 8.00 31.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/17/04 PM Peak Hour of Traffic 13:45:49 Base Year 2014 with Mitigative Measure SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Raahumanu Hwy Degree of Saturation (v/c) 0.62 Vehicle Delay 12.7 Level of Service B+ Sq 12 I Phase 1 1 Phase 2 1 Phase 3 1 I I I I I I I I I 1 <++++1 <++++i I I I ****I I I I I v I I North I I I****> I I I++++ * I I++++ 1 1 v* I I v I I G/C=0.100 I G/C=0.133 I G/C=0.517 1 I G= 6.0" I G- 8.0" I G= 31.0" 1 I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=18.3$ I OFF=40.0$ 1 C= 60 sec G= 95.0 sec = 75.08 Y=15.0 sec = 25.0 Ped= 0.0 sec = 0.08 I Lane (Width/I 4/C I Service Ratel Adz 1 I HCM I L I Queue 1 I Group I Lanesl Reqd Used I @C (vph) @E 1Volumel v/c I Delay I S (Model 11 EB Approach 31.4 C I LT 112/1 10.092 10.100 I 118 1 169 I 106 10.599 1 31.4 1*C I 88 ft1 NB Approach 7.4 A 1 TH 1 24/2 10.234 10.733 12595 1 2595 I 744 10.287 I 2.8 I A 1 109 ftl 1 LT 112/1 10.121 10.133 I 170 I 233 I 150 10.636 1 30.2 1*C 1122 ft1 SB Approach 14.5 B+ 1 RT 1 12/1 10.072 10.700 11104 11108 I 67 10.060 I 2.8 1 A 1 18 ft1 1 TH 124/2 10.930 (0.517 11826 11829 11489 10.814 I 15.1 1*B 1 530 ftl ATA •u civic cec~nccwa ca ac uwvcvow aw c. APPENDIX C LEVEL OF SERVICE CALCULATIONS • Year 2008 with Project-Generated Traffic i CHAPTER 17 - TWSC - UNSIGNALRED INTERSECTIONS WORKSHEET j Analysis Summary I Generallnformation - Site In/onnation _ Anatyst NK/KC JurisdipionlDate KONA 11/23/200 Agenry a Comparry ATA Major Sdeet MAMALAHOA HWY j Analysis PeriodlYear AM PEAK 2003 Mirtar Sveet PROJECT ACCESS ' Cmnmem Future Year 2008 w Proied Input Data LaneCorfigtaaion SB , NB EB WB Lane 1 (gyp) TR j T LR I Lane 2 i L Lane 3 ~ i Lane 4 Lane 5 SB i NB EB W8 i Movement 1 (Ln 2 (TFQ ; 3 (Rn ~ 4 (Ln 5 (Tli) 6 (RT) 7 (L1) 8 (TM) 9 (RT) I10lLn 11 (TH)I 121R17 i~ Volume (vehlh) 280 145 I 45 240 25 30 I ~ ~ i PHF 0.90 10.90 j 0.90 0.90 0.90 0.90 I ~ Perced of heavy vehicles, HV 3 3 ~ 3 3 3 3 Flow rate 311 ' 50 ~ 50 267 28 33 j I Flare storage U ar vehs) 0 Median storage (t of vehs) " ~ I i Signal upsveam M Movement 2 h Movemem 5 h Length of sWdy period Ih) 0.25 Output Data Lane Mavemem; Flow Rate Capxiry v/c Queue Length Caarol Delay LOS ~ Approach (vetJtt) (vetVh) beh) (s) ~ Dela and LOS i 1 LR j 61 510 0.120 0 13.0 B I 13.0 EB 2 f 3 ~ B 1 I ; ~'I !WB 2 3 ~ SB ~ I i I i i NB ~ i 50 1192 0.042 0 ~ 8.2 A 'HiCAPTb12.0.0.1 PROJECT - MAMALAHOA HW/PROJECT A; ~E a.Ca[alina Engineering. Inc. CHAPTER 17 - TWSC - UNSIGNALRED INTERSECTIONS WORKSHEET Analysis Summary General Information Slfe Information . I Matyst NK/KC lwisdiaiodDae KONA 11/23/20 orCom n ATA MajarStreet MAMALAHOAHWY I Agency Pa Y Analysis Periodlyear PM PEAK 2003 Mhgr gtrpet PROJECT ACCESS Corrxnem Future Year 2008 w Proied Input Data j LaneCatFiguration SB NB EB WB Lane 1 (wrb) TR ~ T LR Lane 2 ! L i Lane 3 i 1 Lane 4 ! i Lane 5 I SB NB EB WB ! Movement 1 (LT) 2 (Ttl) j 3 (RT) 14 (Ln 5 (TFI) 6 (Rn 7 (LT) 8 (1H) 9 (RT) ~j 10 8•n 111 (TH)! 12 (RT) ! Volume (vehlh) 240 ~ 50 j 55 265 45 40 ! j ! PHF 0.90 10.90 ~ 0.90 0.90 0.90 0.90 Percem d heavy vehicles FIV 3 j 3 3 3 3 3 ~~I j ~ Flow rate 267 ' 56 61 294 50 44 I I Flare storage d vehs) 0-- Median storage d vehs) I Signal upstream d Movemerd 2 ft Movement 5 ft Length of study period (h) 0.25 Output Data Lane Movement flow Rate Capadry v/c Queue Length Comrol Delay LOS Approach ~ (vehAt) (vehAr) (veh) IS) ~ ! Dela and LOS 1 LR ~ 94 491 0.191 1 14.1 B 14.1 JEB 2 j I B 3 I 1 ! i IWB p ~ 3 I i SB ~ ~ ! Ng C~ 61 1232 0.050 0 8.1 A HfCAPT"r2,0.0.1 ~ PROJEC7 - MAMALAHOA HW/PROJECT ACCE oCatalina Engineering, Inc. 1 d 1 Palamanui Development 11/17/04 AM Peak Hour of Traffic 11:25:29 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Mamalahoa Hwy/Kaiminani Dr METROAREA NONCBD SIMULATION PERIOD 15 LEVEI.OFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters - APPLABELS WB NB EB SB ' GRADES 0.0 0.0 0,0 0.0 PEDLEVELS 0 0 0 0 BIREVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 's Movement Parameters f MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 390 180 290 0 36 100 865 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 0.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 0 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM f UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ~ TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YE3 YES YES YES YES YES YES YES YES YES ` REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 f ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 1583 0 1770 0 1837 0 Phasing Parameters SEQUENCES 12 12 PERMISSZVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 70 PEDTIME 0.0 0 GREENTIMES 4.00 10.00 41.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/17/04 AM Peak Hour of Traffic 11:25:09 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary intersection Averages for Int # 0 - Mamalahoa Hwy/Kaiminani Dr Degree of Saturation (v/c) 0.78 Vehicle Delay 31.3 Level of Service C Sq 12 I Phase 1? Phase 2 1 Phase 3 1 I I I I j j <++++j <++++j I I I ****I I I I I v I I North I +>I +>1****> I I I * + I + 1**** 1 1 * + I + I v I I G/C=0.057 I G/C=0.143 I G/C=0.586 I I G= 4.0" I G= 10.0" I G= 41.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0~ I OFF=12.9$ I OFF=34.3 I C= 70 sec G= 55.0 sec = 78.68 Y=15.0 aec = 21.48 Ped= 0.0 aec = 0.08 I Lane IWidth/I B/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVOlumel v/c I Delay I S IModel 11 EB Approach 30.9 C I RT 112/1 10.255 10.271 1 349 I 430 1 322 10.749 ? 30.5 I C ( 287 ft1 I LT 112/1 10.054 10.057 I 45 I 87 1 40 10.396 I 34.4 I*C 1 38 ftl NS Approach 15.4 B 1 TH 112/1 10.278 10.800 1 1490 1 1490 I 433 10.291 1 1.9 I A ( 111 ft1 I LT 112/1 10.162 10.143 1 169 I 248 I 200 10.791 I 44.5 I*D+1 201 ftl SS Approach 40.9 D+ IRT+TH 112/1 10.598 10.586 1 1047 11076 11072 10.996 I 40.9 I*D+11117 ftl Palamanui Development 11/19/04 PM Peak Hour of Traffic 16:55:29 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Mamalahoa Hwy/Kaiminani Dr METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONH NONE PARKVOLUMHS 20 20 20 20 i BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 ` UPSTREAMVC 0.00 0.00 0.00 0.00 I Movement Parameters j MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 635 200 370 0 126 55 480 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 0.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 0 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 j TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ~ ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ` MINIMUMS S.D 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 S.D STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGH 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ' DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 1583 0 1770 0 1837 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 70 PEDTIME 0.0 0 GREENTIMES 11.00 12.00 32.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/19/04 PM Peak Hour of Traffic 16:55:21 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TEAPACIVer 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Mamalahoa Hwy/Kaiminani Dr Degzee of Saturation (v/c) 0.63 Vehicle Delay 16.7 Level of Service B Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 /I~ I ~ v Nolth ~ * + ~ + G/C=0.157 ~ G/C=0.171 ~ G/C=0.457 G= 11.0" ~ G= 12.0" ~ G= 32.0" Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 5.0" OFF= 0.0% ~ OFF=22.9% ~ OFF=47.1% C= 70 sec G= 55.0 sec = 78.6% Y=15.0 sec = 21.4% Ped= 0.0 sec = 0.0% --------------------------------------------I----]-~------i-------i---~-------~ Lane Width/~ g/C ~ Service Rate Ad' HCM L Queue Group ~ Lanese Reqd Used ~ @C (vph) @E ~VOlume~ v/c ~ Delay ~ S Model 1~ EB Approach 21.7 C+ (--_RT-_-_12/1--0.309 ~0 400 ~ 567 ~ 633 ~ 411 0.649 ~ 19.4 ~ B ( 309 ft~ LT ~ 12/1 0.125 0.157 ( 192 ( 275 ( 140 (0.504 ( 28.5 ~*C ( 122 ft( NB Approach 12.9 B+ TH ~ 12/1 0.414 0.700 ~ 1303 ~ 1304 ~ 706 (0.541 ~ 5.5 ~ A ( 316 ft( LT ~ 12/1 0.175 0.171 216 ~ 303 ~ 222 0.733 ~ 36.3 ~*D+~ 210 ft~ SB Approach 18.0 B ~RT+TH ~ 12/1 0.363 0.457 ~ 784 ~ 840 ~ 594 0.707 ~ 18.0 (*B ~ 435 ft~ Palaxnanui Development 11/23/04 AM Peak Hour of Traffic 16:51:25 Future Year 2008 SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Palani Rd/Queen Raahumanu Hwy METROARSA NONCBD SIMULATION PERIOD 15 LEVELOFSHRVICE C S 'I NODSLOCATION 0 0 QUEUEMODHLS 1 90 25 40 Approach Parameters APPLABELS WB NH 8B SB ~ GRADES 0.0 0.0 0.0 0 _ 0 PEDLSVEL3 0 0 0 0 ~ BIREVOLUMSS 0 0 0 0 PARKINGSIDSS NONB NONE NONE NONE PARRVOLUMES 20 20 20 20 HUSVOLUMES 0 0 0 0 ~ RIGHTTURNONRSDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABSLS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 305 20 20 1015 105 0 148 260 0 505 110 WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12.0 12.0 0.0 24.0 12,0 LANES 0 1 1 1 2 1 0 1 1 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 [ TRUCRPSRCSNTS 2.0 2:0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YSS YSS YES YES Y$S YES YSS YES YES RSQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ' ENDGAZN 2.0 Z.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 ~ STORAGB 0 0 0 0 0 0 0 0 0 0 0 0 ZNITIALQUEUB 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 I.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 1770 0 3539 1770 Phasing Parameters SEQUENCES 65 66 55 56 55 PSRMISSIVES NO NO NO NO LEADLAGS NONE NONB OVERLAPS YES YHS YHS YHS OFFSET 0.00 1 CYCLES 140 140 5 PEDTIMB 0.0 0 GREENTIMES 5.00 17.00 31.00 14.00 0.00 48.00 YELLOWTIMES 5.00 5.00 5.00 5.00 0.00 5.00 CRITZCALS 3 9 2 12 0 5 HXCESS 0 Palamanui Development 11/23/04 AM Peak Hour of Traffic 16:51:34 Future Year 2008 SIGNAL2000/TBAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.74 Vehicle Delay 54.7 Level of Service D Sq 65 ~ Phase 1 1 Phase 2 ~ Phase 3 ~ Phase 4 ~ Phase 5 ~ Phase 6 * ~ * ~ ~ ~ ~ A /I\ I I ~ v ~ ~ rtrww v North ~ ~ + ~ + ~ ~ > + * + + + ~ * + ~ + G/C=0.036 ~ G/C=0.121 ~ G/C=0.221 ' G/C=0.100 ~ G/C=0.000 G/C=0.343 G= 5.0" ~ G= 17.0" ~ G= 31.0" ~ G= 14.0• G= 0.0" G= 48.0" Y+R= 5.0" ~ Y+R= 5.0° I Y+R= 5.0" ~ Y+R= 5.0" Y+R= 0.0" Y+R= 5.0° OFF= 0.0$ ~ OFF= 7.1~ ~ OFF=22.9 ~ OFF=46.6 ~ OFF=62.1 ~ OFF=62.1 C=140 sec G=115.0 sec = 82.1 Y=25.0 sec = 17.9$ Ped= 0.0 sec = O.Osk -------------------'-----------------------------------------H~ ---L---------- Lane Width/~ g/C ~ Service Rate Adj ~ ~ ~ Queue Group ~ Lanese Regd Used ~ @C (vph) 8<8 IVolume~ v/c I Delay ~ S Modal 1 F78 Approach 64.8 8+ _____°____________=====Se°==~=___________________________________ .c.. TH 12/1 0.366 0.221 1 382 ~ 339 0.823 ~ 64.6 ~*H+~ 587 ft LT 12/1 0.298 0.036 I 1 I 38 ~ 22 0.349 ~ 69.2 ~*8 ~ 42 ftl HB Approach 56.9 8+ TH ~ 12/1 0.327 0.379 ~ 386 ~ 705 ~ 164 0.233 ~ 29.8 ~ C ~ 199 ft~ LT ~ 12/1 0.358 0.193 ~ 1 ~ 306 ~ 289 0.848 ~ 72.3 ~*H ~ 523 ft~ NB Approach 57.5 H+ ___=====0====_____________===see=====_~__°_____________________________________ RT ~ 12/1 0.298 0.414 ~ 424 656 ~ 22 0.034 ~ 24.4 ~ C+~ 24 ftl TH ~ 24/2 0.432 0.343 ~ 465 1213 ~ 1128 0.930 ~ 56.9 ~*8+ 1032 ft LT ~ 12/1 0.316 0.100 ~ l i 137 ~ 117 +0.661 ~ 69.5 ~ H ~ 215 ft~ SH Approach 42.5 D+ = S = r S TH ~ 24/2 0.354 0.343 ~ 465 1213 ~ 561 0.462 I 36.2 ~ D+I 398 ft~ LT ~ 12/1 0.320 0.100 ~ 1 I 137 ~ 122 0.689 71.7 ~*H 226 ft~ Palamanui Development 11/23/04 PM Peak Hour of Traffic 16:54:51 Future Year 2008 SIGNAL2000/TBAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for int # 0 - Palani Rd/Queen Kaahumanu Hwy MBTROAREA NONCBD SIMULATION PERIOD 15 LBVSLOFSERVICE C S NODHLOCATION 0 0 QUSUBMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PBDLEVSLS 0 0 0 0 BIREVOLUMBS 0 0 0 0 ' PARKINGSIDES NONB NONE NONE NONH PARKVOLUMSS 20 20 20 20 BUSVOLUMBS 0 0 0 0 RIGHTTURNONRBDS 0 0 0 0 ~ UPSTRBAMVC 0.00 0.00 0.00 0.00 ! Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 340 115 25 995 165 0 310 295 0 995 175 WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12.0 12.0 0.0 24.0 12.0 ~ LANES 0 1 1 1 2 1 0 1 1 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRIICKPSRCSNTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PBAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYP85 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS Y85 YES YES YES Y85 YES YES YES Y8S YES YSS Y8S RSQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ~ MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 BNDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDBALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DSLAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 1770 0 3539 1770 Phasing Parameters SSQUSNCES 65 65 PERMISSIVES NO NO NO NO LEADLAGS NONE NONH OVERLAPS Y85 YES Y8S YES OFFSET 0.00 1 CYCLES 140 140 5 PEDTIMS 0.0 0 GRSENTIMES 11.00 11.00 31.00 16.00 0.00 46.00 YHLLOWTIM85 5.00 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 9 2 12 0 5 EXCESS 0 Palamanui Development 11/23/04 PM Peak Hour of Traffic 16:54:32 Future Year 2008 SIGNAL2000/TBAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.90 Vehicle Delay 70.3 Level of Service 8 Sq 65 ~ Phase 1 ~ Phase 2 ~ Phase 3 ~ Phase 4 ~ Phase 5 ~ Phase 6 /i\ i * ++++I I * I i ++++i v ~ ^ Nolth ~ ~ + ~ + ~ ~ + ~ * + ~ + + ~ * + ~ + G/C=0.079 ~ G/C=0.079 ~ G/C=0.221 ~ G/C=0.114 ~ G/C=0.000 ~ G/C=0.329 G= 11.0" ~ G= 11.0" ~ G= 31.0" ~ G= 16.0" ~ G= 0.0" G= 46.0" Y+R= 5.0" Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 0.0" I Y+R= 5.0" OFF= 0.0~ OFF=11.4$ ~ OFF=22.9$ ~ OFF=48.6is ~ OFF=63.6 ~ OFF=63.6$ C=140 sec G=115.0 sec = 82.1 Y=25.0 sec = 17.9$ Ped= 0.0 sec = 0.0~ Lane Width/~ g/C ~ Service Rate Adj ~ I HCM I L ~ Queue Group ~ Lanes Reqd Used ~ @C (vph) ~8 ~VOlume~ v/c Delay S Model 1~ WB Approach 88.2 F TH ~ 12/1 0.376 0.221 ~ 1 ~ 382 ~ 378 0.917 ~ 78.5 *8 700 ft~ LT ~ 12/1 0.321 0.079 ~ 1 ~ 101 ~ 128 0.921 ~ 117.1 *F 276 ft~ 8B Approach 66.1 8+ __'____°______________________°________====~c:====____~__________=====sue=a===== TH ~ 12/1 0.367 (0.336 ~ 205 ~ 620 ~ 344 0.550 38.9 ~ D+~ 481 ft LT ~ 12/1 0.368 0.193 ~ 1 ~ 306 ~ 328 0.962 I 94.6 ~*F ~ 650 ft NB Approach 66.3 8+ RT 12/1 0.300 0.443 ~ 497 ~ 701 ~ 28 0.040 ~ 22.1 ~ C+~ 29 ft~ TH 24/2 0.429 0.329 ~ 336 ~ 1163 1106 0.951 ~ 62.0 ~*8+ 1043 ft~ LT ~ 12/1 0.333 0.114 ~ 1 ~ 161 I 183 0.906 ~ 99.7 I F ~ 373 ft~ SS Approach 69.6 8 __...=..c~~~==.____..=~==x==:xv=====x==v===ones===a=v====e=e=°=___====-a=v===== TIi ~ 24/2 0.429 0.329 ~ 336 ~ 1163 ~ 1106 0.951 ~ 62.0 ~ 8+ 1043 ft~ LT ~ 12/1 0.336 0.114 ~ 1 ~ 161 ~ 194 0.960 ~ 113.5 ~*F ~ 413 ft~ Palamanui Development 11 /17/04 AM Peak Hour of Traffic 11:10:15 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Znt # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 SIKEVOLUMES 0 0 0 O PARRINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 195 0 260 85 1050 0 0 0 0 0 630 40 WIDTHS 12.0 0.0 12.0 12.0 12.0 0.0 0.0 0.0 0.0 0.0 12.0 12.0 LANES 1 0 1 1 1 0 0 0 0 0 1 1 ' GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM ' UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARtiOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YE3 YES YES YES YES YES YES YES REQCT.FaaataCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSZVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 30.00 6.00 89.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 E%CESS 0 Palamanui Development 11/17/04 AM Peak Hour of Traffic 11:10:01 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Raiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.78 Vehicle Delay 37.2 Level of Service D+ Sq 13 I Phase 1 1 Phase 2 1 Phase 3 1 I * I I I 1 * ++++I I ++++I I I I I I I I I**** I I North I I++++> I++++> I I ~I I I I I I I I I G/C=0.214 I G/C=0.043 I G/C=0.636 I I G= 30.0" I G= 6.0" I G= 89.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0~ I OFF=25.0 I OFF=32.98 C=140 sec G=125.0 sec = 89.38 Y=15.0 sec = 30.7 Ped= 0.0 sec = 0.0$ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Regd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 WB Approach 65.8 E+ I LT 112/1 10.363 10.214 I 1 1 347 1 311 10.621 I 65.8 I*E+I 544 ftl NB Approach 44.1 D+ I RT 112/1 10.316 10.886 11402 11402 I 94 10.067 I 1.0 I A I 24 ftl 1 TH 112/1 10.665 10.636 11098 11184 11167 10.986 I 47.5 I*D 11994 ftl SB Approach 13.5 8+ I TH 112/1 10.480 10.714 11283 11331 I 700 10.526 I 9.5 I A 1552 ftl 1 LT 112/1 10.302 10.043 I 1 1 47 I 44 10.579 I 76.3 I*E I 86 ftl Palamanui Development 11/19/04 PM Peak Hour of Traffic 16:50:26 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB E$ SB ~ GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 50 0 220 280 910 0 0 D 0 0 1210 300 WIDTHS 0.0 0.0 12.0 12.0 12.0 0.0 0.0 0.0 0.0 0.0 12.0 12.0 ~ I,ANEg 0 0 1 1 1 0 0 0 0 0 1 1 ~ GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YBS YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATIIRATIONFLOWS 0 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSZVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 70 PEDTIME 0.0 0 GREENTIMES 23.00 29.00 73.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 11/19/04 PM Peak Hour of Traffic 16:49:42 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.90 Vehicle Delay 48.6 Level of Service D Sq 13 ~ Phase 1 ~ Phase 2 ~ Phase 3 --------------------------------A---- * ^ /I\ I * A ~ North G/C=0.164 ~ G/C=0.207 ~ G/C=0.521 G= 23.0" ~ G= 29.0" ~ G= 73.0" Y+R= 5.0" ~ Y+R= 5.0" I Y+R= 5.0" OFF= 0.0$ ~ OFF=20.0 ~ OFF=44.3 C=140 sec G=125.0 sec = 89.3 Y=15.0 sec = 10.7's Ped= 0.0 sec = 0.0~ Lane Width/~ g/C Service Rate Adj ~ ~ HCM ~ L I Queue Group ~ Lanes Reqd Used @C (vph) @E ~Volume~ v/c ~ Delay ~ S Model 1~ WB Approach 75.7 E LT ~ 12/1 0.347 0.164 ~ 1 ~ 253 ~ 244 0.838 ~ 75.7 ~*E ~ 451 ft~ NB Approach 58.0 8+ RT ~ 12/1 ~0 374 0.721 ~ 1094 ~ 1142 ~ 311 0.272 ~ 6.9 ~ A ~ 198 ft TH ~ 12/1 0.600 0.521 ~ 814 ~ 971 ~ 1011 1.041 ~ 73.7 ~*E 1904 ftI SB Approach 37.3 D+ TH ~ 12/1 0.741 0.764 ~ 1398 ( 1424 ~ 1344 0.944 i 26.8 C+ 1941 ft LT ~ 12/1 0.369 0.207 ~ 1 ~ 334 ~ 333 0.907 ~ 79.7 *E ~ 622 ftl Palamanui Development 11/22/04 AM Peak Hour of Traffic 15:14:37 Future Year 2009 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PfiRIOD 15 LEVELOFSERVICfi C S NODELOCATION 0 0 QUEIIEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB 8B SB GRADES 0.0 0.0 0.0 O.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONB NONE NONB NONE PARRVOLUMHS 20 20 20 20 BIISVOLUMES 0 0 0 0 RIGHTTIIRNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 930 275 90 0 55 90 550 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 12.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 1 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM FPLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRIICKPfiRCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPSS 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES Y85 YES YES YSS YES YES REQCLBARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 BNDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUB 0 0 0 0 0 0 0 0 0 0 0 0 IDHALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATIIRATIONFLOWS 0 0 0 0 1863 1770 0 0 1770 1583 1863 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONB OVERLAPS YES Y8S YES YfiS OFFSET 0.00 1 CYCLES 70 140 70 PEDTIMfi 0.0 0 GREENTIMES 6.00 18.00 31.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 fiXCE55 0 Palamanui Development 11/22/04 AM Peak Hour of Traffic 15:14:42 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TSAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.68 Vehicle Delay 13.8 Level of Service H+ Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 I ~ ****I v Noith I++++c* ~ G/C=0.086 ~ G/C=0.257 ~ G/C=0.443 G= 6.0" ~ G= 18.0° ~ G= 31.0• Y+R= 5.0" ~ Y+R= 5.0" Y+R= 5.0" OFF= 0.0$ ~ OFF=15.7 OFF=48.6 C= 70 sec G= 55.0 sec = 78.6 Y=15.0 sec = 21.4$ Ped= 0.0 sec 0.0$ Lane Width/ g/C Service Rate Adj ~ ~ HCM ~ L Queue Group Lanesl Reqd Used I @C (Vph) ~8 IVolume~ V/c ~ Delay ~ S Model 1 EB Approach 32.0 C CC _ S6 LT ~ 12/1 0.068 0.086 ~ 84 ~ 139 ~ 61 0.401 ~ 32.0 ~*C ( 56 ft~ NB Approach 10.8 B+ TH= ~ 12/1 0.572 0.771 1437 ~ 1437 ~ 1033 0.719 5.9 ~ A ~ 496 ft~ LT ~ 12/1 0.223 0.257 369 ~ 455 ~ 306 0.673 I 27.2 ~*C+~ 261 ft~ SB Approach 17.8 H RT ~ 12/1 0.108 0.600 920 ~ 950 100 0.105 I 6.0 ~ A ~ 40 ft~ TH ~ 12/1 0.367 0.443 766 ~ 825 611 0.741 19.8 ~*B ~ 465 ft~ Palamanui Development 11/17/04 PM Peak Hour of Traffic 16:49:47 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00 - Summary of Parameter Values intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB ~ GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGBIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RZGHTTURNONREDS 0 0 0 0 IIPSTREAMVC 0.00 0.00 0.00 0.00 ~ Movement Parameters f MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 805 135 255 0 100 70 1265 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 12.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 1 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 { TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1! PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES { REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 [ MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~ STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEIIE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 0 0 1770 1583 1863 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 5 PEDTIME 0.0 0 GREENTIMES 13.00 16.00 96.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/17/04 PM Peak Hour of Traffic 16:48:58 Future Year 2008 With Phase Z Project Traffic SIGNAL2000/TEAPAC(Ver 1.11.OOJ - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.85 Vehicle Delay 51.1 Level of Service D Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 I ~ ****I V * I****~ Noith ~ G/C=0.093 ~ G/C=0.114 ~ G/C=0.686 G= 13.0" ~ G= 16.0" ~ G= 96.0" Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 5.0" OFF= O.O~s ~ OPF=12.9 ~ OFF=27.9 C=140 sec G=125.0 sec 89.3$ Y=15.0 sec = 10.7 Ped= 0.0 sec = 0.0~ Lane Width/~ g/C ~ Service Rate Adj ~ ~ HCM ~ L I Queue Group ~ Lanes Reqd Used ~ OC (vph) @E ~Volume~ v/c ~ Delay ~ S (Model 1~ EB Approach 72.1 E LT ~ 12/1 0.317 0.093 l ~ 124 ~ 111 0.677 ~ 72.1 ~*E ~ 207 ft~ NB Approach 14.2 B+ TH ~ 12/1 0.553 0.836 ~ 1557 ~ 1557 ~ 894 0.574 ~ 4.2 ~ A 512 ft~ LT ~ 12/1 0.326 0.114 ~ 1 ~ 161 ~ 150 0.743 ~ 73.8 ~*E 1279 ft~ SB Approach 75.5 E RT ~ 12/1 0.3120.814 ~ 1276 ' 1289 ~ 78 0.061 ~ 2.6 ~ A I 30 ft~ TH ~ 12/1 0.768 0.686 ~ 1216 ~ 1277 ~ 1406 1.101 ~ 79.6 ~*E 2796 ft~ Palamanui Development 11/17/04 AM Peak Hour of Traffic 10:24:47 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Project Access/Queen Raahumanu METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATZON 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 O,0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONfi NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 100 0 135 280 710 0 0 0 0 0 500 153 WIDTHS 12.0 0.0 12.0 12.0 12.0 0.0 0.0 0.0 0.0 0.0 12.0 12.0 LANES 1 0 1 1 1 0 0 0 0 0 1 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 BELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 1583 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 70 PEDTIMB 0.0 0 GREENTIMES 12.00 10.00 33.00 YELLOWTIMHS 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 11/17/04 AM Peak Hour of Traffic 10:24:53 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Project Access/Queen Kaahumanu Degree of Saturation (v/c) 0.60 Vehicle Delay 18.5 Level of Service H Sq 13 ~ Phase 1 ~ Phase 2 ~ Phase 3 + * ~ ~ + ~I North G/C=0.171 ~ G/C=0.143 ~ G/C=0.471 G= 12.0" ~ G= 10.0" ~ G= 33.0" Y+R= 5.0" ~ Y+R= 5.0" Y+R= 5.0" OFF= 0.0$ ~ OFF=24.3 OFF=45.7 C= 70 sec G= 55.0 sec = 78.6 Y=15.0 sec = 21.4 Ped= 0.0 sec = 0.0$ Lane Width/~ g/C ~ Service Rate Adj ~ I HCM ~ L ~ Queue Group ~ Lanes Reqd IIsed ~ @C (vph) @E ~Volume~ v/c Delay ~ S ~MOdel 1~ WB Approach 21.9 C+ RT ~ 12/1 0.116 0.386 ~ 543 ~ 611 ~ 111 0.182 ~ 14.3 ~ B+~ 68 ft~ LT ~ 12/1 0.131 0.171 ~ 216 ~ 303 ~ 150 0.495 ~ 27.5 ~*C ~ 129 ft~ NB Approach 21.9 C+ RT ~ 12/1 0.249 0.714 ~ 1124 ~ 1131 ~ 311 0.275 ~ 3.7 ~ A ~ 106 ft~ TH ~ 12/1 0.454 0.471 ~ 825 ~ 878 ~ 789 0.899 ~ 29.1 ~*C ~ 702 ft~ SB Approach 12.2 B+ -_-TH---~-12/1 0.340 0.686 ~ 1272 ~ 1277 ~ 556 ~0.435_~_--5.2_~_A--_232 ft~ LT ~ 12/1 0.144 0.143 ~ 169 ~ 248 ~ 170 0.672 ~ 35.2 ~*D+I 160 ft~ Palamanui Development 1 1/22/04 PM Peak Hour of Traffic 17:19:51 Future Year 2006 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Project Access/Queen Kaahumanu METROARSA NONCBD SIMULATION PERIOD 15 LEVHLOFSERVICS C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB 88 SB GRADES 0.0 0.0 0.0 O.0 PEDLEVELS 0 0 0 0 BIREVOLUMHS 0 0 0 0 PARICINGSIDES NONE NONB NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUhIBS 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 IIPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 230 0 245 300 610 0 0 0 0 0 1090 195 WIDTHS 12.0 0.0 12.0 12.0 12.0 0.0 0.0 0.0 0.0 0.0 12.0 12.0 LANES 1 0 1 1 1 0 0 0 0 0 1 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 j PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ` ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YHS YES YES YES YES YES YES YES YHS REQCLEARANCSS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 I MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTIIPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 r HNDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ' STORAGH 0 0 0 0 0 0 0 0 0 0 0 0 ' INITIALQUEUB 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 1583 0 1770 1583 1863 0 0 0 0 0 1863 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 70 PEDTIMB 0.0 0 GREENTIMES 37.00 29.00 59.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 11 EXCESS 0 Palamanui Development 1 1/22/04 PM Peak Hour of Traffic 17:19:40 Future Year 2008 With Phase I Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Project Access/Queen Kaahumanu Degree of Saturation (v/c) 0.75 Vehicle Delay 39.0 Level of Service D+ Sq 13 ~ Phase 1 ~ Phase 2 ~ Phase 3 + * ~ + ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ North G/C=0.264 ~ G/C=0.207 G/C=0.421 Gx 37.0" ~ G= 29.0" G= 59.0• Y+R= 5.0° Y+R= 5.0" Y+R= 5.0" OFF= 0.0~ OFF=30.0$ ~ OFF=54.3$ C=140 sec G=125.0 sec = 89.3 Y=15.0 sec 10.7$ Ped= 0.0 sec 0.0'k Lane (Width/ g/C ~ Service Rate Adj ~ ~ HCM I L I Queue Group Lanes Regd IIsed ~ CSC (vph) @B IVOlume~ v/c ~ Delay ~ S Model 1~ WB Approach 34.0 C ____=====x°===~________°_°°__________=====x°x===S°====x====°___________________ RT ~ 12/1 0.358 0.507 ~ 650 ~ 803 ~ 256 0.319 ~ 20.5 ~ C+~ 266 ft LT ~ 12/1 0.354 0.264 ~ l ~ 445 ~ 272 0.581 ~ 46.6 ~*D ~ 414 ft NB Approach 33.6 C _____°_=====x°=====x=mx====c=xx=====x======6°====_-__=====a========xv etas==== RT 12/1 0.382 0.721 1094 ~ 1142 ~ 333 0.292 ~ 7.0 A ~ 215 ft~ TH 12/1 0.472 0.421 529 ~ 785 ~ 678 0.864 ~ 46.7 D 1055 ft~ 38 Approach 44.6 D+ ____====°ID==O=O°==°===°=x==°°=====pO=O==_____=====p°===x______====OSO°= =x===O=_ TH ~ 12/1 0.684 0.664 ~ 1165 ~ 1237 ~ 1211 0.979 43.2 ~*D+ 2023 ft~ LT ~ 12/1 0.341 0.207 ~ 1 ~ 334 ~ 217 0.591 ~ 52.7 ~*D ~ 350 ft~ CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET j i Analysis Summary ~ General InfonnaBon Site Inlonnation I I p~yS1 NK/KC lttrisdictiortlDSe KONA 11/17Y100d AgenryarComparry ATA Major Street KAIMINANI DRIVE Analysis Periodlyear AM PEAK 2003 Minor Street MAIN STREET j Om,,,,e,y Future Year 2008 w Proied i ~ Input Data ~I larwCmfigwzGarti- VVB EB SB NB ~ Lyw 1 Iortb) TR LT LR ~ Lane 2 I Lane 3 . ! Lane 4 I _ ~ Lore S ~ 1 VVB EB SB NB I Movemem 7 ILA 2 (TH) 3 Stn 4 (Ln 5 (T!I) 6 (RT) 7 lLn 8 (f F1) 9 (RO 101LT) 11 (TH) 12 (Rn ~ ~ Vdume (vet) 440 65 10 110 40 35 j ~ PHF 0.90 0.90 0.90 0.90 0.90 0.90 Percem d Ikavy vehicles. HV ~ 3 3 3 3 3 3 _ j fbwnte 489 72 ~ 11 122 44 39 Flare stamge (3 d vehs) - 0 I i Median Slamge (I d vet) - I ! S'igrul upstream d Movemem 2 h MtwernwA 5 h Lerrgtlr d saaiy pedod lh) 0.25 ~ Output Data I ' i Lore Movemwil Flaw Rate Capachy v/c Queue Length ; CorWOI Delay LOS Approach Iveh/h) (vetJh (veh) IS) Del wrd LOS ` I 1 LR 83 470 0.177 1 ~ 14.3 B 14.3 ~ I I SB z B ! a NB 2 i 7 ~ ; ~I i vvB O EB Q 11 1005 0.011 0 ~ 8.6 A I HICAP7e12.0.0.1 PROJECT- MAIN STREETMAIMINANI DRIVVE oCatalina Engineering, Inc. CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET i I Analysis Summary j Genaraldnformation Slte Information ' Analyst NK/KC JurisdidionlDae KONA 11/23/200 j wCom n ATA MajwStreet KAIMINANIDRIVE ~^cY Pa Y i Analysis PeriodlYear PM PEAK 2008 Mina Street MAIN STREET Corranem Future Year 2008 w Project Input Data j Lane Configuration WB ~ EB SB NB Lane 1 (ate) TR j LT LR ' Lane 2 I Larre 3 1 Lane 4 i Lane 5 ~ WB EB SB NB Moy~d 1 (Ln 2 (M) ~ 3 (Rn ~ 4 (Ln 5 (TH) 6 (RT) 7 (Ln 8 (TFI) 9 (RT) i 10 0.n 111 RH)I 12 (Rf) I Vdwne (vehAt) 160 I 80 I 45 530 100 110 PHF 0.90 j 0.90 ~ 0.90 0.90 0.90 0.90 ' j PtrcerA of heavy rehkles, HV 3 ~ 3 3 3 3 3 i I ' Flow rare 178 , 89 j 50 589 111 122 j Flare storage d vehs) 0 ~-I i Median storage 01 reps) I I Signal upstream d Movemem 2 fl Movement 5 fl i Length of study period (h) 0.25 i Output Data Lane Movemera Flow Rate Capacity v/c Queue Lergdt Cranrol Delay LOS Approach i (rehAt) (veNh) (veh) (s) I Dela and LOS j 1 LR j 233 439 0.531 3 22.1 C 22.1 SB 2 i I I ; C I 3 i j 1 I j NB 2 i 9 I j WB 1Q I j Eg C~ I 50 1291 0.039 0 I 7.9 A j HiCAPTM2.0.0.1 PROJECT -MAIN STREET/KAIMINANI DRIVE oCatalina Engineering. Inc. 1 ~ 1 Palamanui Development 1 1/22/04 AM Peak Hour of Traffic 14:46:24 Future Year 2008 with mitigative measures SIGNAL2000/TSAPAC[Ver 1.11.00] - Summary of Parameter Values intersection Parameters for Int # 0 - Palani Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODBLOCATION 0 0 QUSUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 O.0 ~ PSDLSVELS 0 0 0 0 BIKEVOLUMSS 0 0 0 0 PARKINGSIDES NONB NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLIIMHS 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 I Movement Parameters MOVLABSLS RT TH LT RT TH LT RT TH LT RT TH LT VOLIIMBS 0 305 20 20 1015 105 0 148 260 0 5 OS 110 i WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12.0 24.0 0.0 24.0 12.0 ' LANES 0 1 1 1 2 1 0 1 2 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRIICKPSRCSNTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PSAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPSS 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YSS YSS YSS YES YES YES YES YSS YBS YES ' RSQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 I MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ' STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 ' INITIALQIIEIIE 0 0 0 0 0 0 0 0 0 0 0 0 IDBALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1_00 1.00 DSLAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 3433 0 3 539 1770 Phasing Parameters SEQUENCES 65 55 55 56 66 PSRMISSIVSS NO NO NO NO LEADLAGS NON13 NONE OVERLAPS YSS YBS YES YBS OFFSET 0.0 0 1 CYCLES 140 140 5 PEDTIMB 0.0 0 GRSBNTIMES 8.00 0.00 78.00 5.00 12.00 12.00 YELLOWTIMES 5.00 0.00 5.00 5.00 5.00 5.00 CRITICALS 3 0 2 12 6 11 BXCESS 0 Palamanui Development 11/22/04 AM Peak Hour of Traffic 14:46:30 Future Year 2008 with mitigative measures SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.66 Vehicle Delay 46.2 Level of Service D Sq 65 ~ Phase 1 ~ Phase 2 ~ Phase 3 ~ Phase 4 ~ Phase 5 ~ Phase 6 *w/*• ^ w*•w V I v Nolth ~ I + I + I I I++++> + ~ * + ~ + G/C=0.043 ~ G/C=0.036 ~ G/C=0.243 ~ G/C=0.114 ~ G/C=0.000 G/C=0.386 G= 6.0" ~ G= 5.0" ~ G= 34.0" ~ G= 16.0" ~ G= 0.0° G= 54.0" Y+R= 5.0" I Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 5.0" Y+R= 0.0" ~ Y+R= 5.0" OFF= 0.0$ ~ OFF= 7.9~ ~ OPF=15.0$ ~ OFF=42.9 OFF=57.9$ ~ OFF=57.9 C=140 sec G=115.0 sec = 82.1 Y=25.0 sec = 17.9 Ped= 0.0 sec 0.0~ Lane Width/ g/C Service Rate Adj ~ ~ HCM ~ L Queue Group ~ Lanes Reqd Osed ' WC (vph) @$ ~Volume~ v/c ~ Delay ~ S Model 1~ WB Approach 56.6 8+ ________~_____________s======s===v=cv==s=c=eve=====__=====s==========cecsa===== TH ~ 12/1 0.366 0.243 ~ 1 ~ 426 ~ 339 0.750 ~ 55.9 ~*H+~ 556 ft~ LT ~ 12/1 0.298 0.043 ~ 1 ~ 47 ~ 22 0.289 ~ 67.0 ~*S+~ 41 ft~ BB Approach 56.0 B+ G 6 i C C = C = TH ~ 12/1 0.327 0.314 ~ 104 I 575 ~ 164 0.280 ~ 36.4 I D+~ 219 ft~ LT ~ 24/2 0.325 0.114 ~ 1 343 ~ 289 !0.737 ! 67.1 *E+~ 276 ft~ NB Approach 44.5 D+ ____C = C = II RT 12/1 0.298 0.464 ~ 550 ~ 735 I 22 0.030 ~ 20.4 C+~ 22 ft TH 24/2 0.432 0.386 ~ 813 ~ 1365 1128 0.826 ~ 43.1 *D+~ 915 ft LT ~ 12/1 0.318 0.114 ~ 1 ~ 161 117 0.579 ~ 62.9 ~ 8+~ 207 ft~ SB Approach 37.4 D+ a==ss=s=sssx=====~~~__~~~~~_:~~~=-=v==ev==x=====save====v===sssa===sss=esssez=s TH ~ 24/2 0.354 0.386 ~ 813 ~ 1365 ~ 561 0.411 ~ 31.6 ~ C ~ 373 ft~ LT ~ 12/1 0.320 0.114 ~ 1 ~ 161 ~ 122 0.604 ~ 64.0 ~*S+~ 217 ft~ Palamanui Development 11/23/04 PM Peak Hour of Traffic 08:28:14 Future Year 2008 with mitigative measures SIGNAL2000/TEAPAC(Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Palani Rd/Queen Raahumanu Hwy MBTROAREA NONCBD SIMULATION PERIOD 15 LBVELOFSERVICE C S NODELOCATION 0 0 QUBUEMODELS 1 90 25 40 Approach Parameters i APPLABELS WB NB 8B SB ~ GRADES 0.0 0.0 0.0 0.0 PBDLSt7EL5 0 0 0 0 ~ BIRSVOLDMES 0 0 0 0 ~ PARKINGSIDSS NON$ NONE NONE NONE PARRVOLUMBS 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONR8D5 0 0 0 0 UPSTRBAMVC 0.00 0.00 0.00 0.00 ` Movement Parameters Il MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 340 115 25 995 165 0 310 295 0 995 175 1 WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12.0 24.0 0.0 24.0 12.0 LpNgg 0 1 1 1 2 1 0 1 2 0 2 1 GROIIPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES Y$S YES YES YES Y8S YBS YES ~ REQCLBARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ! BNDGAIN 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUB 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 DBLAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 3433 0 3539 1770 Phasing Parameters SBQUENCES 55 55 56 65 66 PERMISSIVBS NO NO NO NO LEADLAGS NONE NONE OVBRLAPS YES YES YES YBS OFFSET 0.00 1 CYCLES 140 140 5 PEDTIMB 0.0 0 GREENTIMES 17.00 0.00 34.00 21.00 0.00 48.00 YSLLOWTIMBS 5.00 0.00 5.00 5.00 0.00 5.00 CRITICALS 9 0 2 12 0 5 EXCESS 0 Palamanui Development 11/23/04 PM Peak Hour of Traffic 08:27:54 Future Year 2008 with mitigative measures SZGNAL2000/TgAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Raahumanu Hwy Degree of Saturation (v/c) 0.84 Vehicle Delay 57.9 Level of Service B+ Phase 2 Phase 3 Phases 4 Phase 5 Phase 6 Sq 55 I Phase 1 I-----------I-----------I-----------I-----------I-----------I **/*w I 1 1 I I 1 I 1 + ++++1 + + ++++1 1 ++++1 ++++1 1 ~ I V 1 ++++1 ++++1 1 i I I I*••* V ~ I I North I I + I I 1++++> 1 I I I I ~ I I G/C=0.121 I G/C=0.000 I G/C=0.243 I G/C-0.150 I G/C-0.000 I G/C-0.343 1 G= 17.0" I G= 0.0" I G= 34.0" G= 21.0" I G= 0.0" I G= 48.0" Y+R= 5.0" I Y+R= 0.0° Y+R= 5.0" Y+R= 5.0" I Y+R= 0.0" Y+R= 5.0" I OFF= 0.0~ I OFF=15.7$ - OFF=15.7$-1 OPF=43.6 I OFF=62.1 I OFF=62.1$ 1 C=140 sec G=120.0 sec 85.7As Y=20.0 sec = 14.3$ Ped= 0.0 sec = 0.0~ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue 1 I Group I Lanesl Reqd IIsed I WC (vph) @8 IVOlumel v/c I Delay I S (Model 11 WB Approach 63.1 8+ ___~_____~__~_____________________s=====__¢_________=~===as====ca=====___ I TH 1 12/1 0.376 10.243 1 1 1 426 1 378 0.836 63.2 1*&+1 649 ftl I LT 1 12/1 10.321 10.121 1 1 1 174 1 128 +0.595 , 62.7 I s+1 225 ftl 62. B+ SB Approach 1 TH 12/1 10.367 10.243 1 1 426 1 344 0.761 1 56.7 8+1 567 ftl I LT 124/2 10.329 10.121 1 1 369 1 328 10.787 1 69.4 '*a 1 317 ftl NB Approach 55.0 D 1 RT 12/1 10.300 10.500 ~ 634 1 792 1 28 0.035 1 17.8 1 8 1 26 ftl 1 TH 124/2 0.429 10.343 465 1 1213 1 1106 0.912 1 54.4 1*D 1 993 ftl 1 LT 1 12/1 0.333 10.150 1 1 225 1 183 10.691 1 63.9 1 E+I 321 ftl SB Approach 56.3 E+ 1 TH 1 24/2 0.429 10.343 1 465 1213 1 1106 10.912 54.4 1 D 1 993 ftl I LT 1 12/1 10.336 (0.150 1 1 225 1 194 10.732 66.8 *8+ 346 ft ------------------------------------------------------------------I---i-------I ATA u CIVIL EN AIN[EpE 3333[1 C^V EYOpEN APPENDIX C LEVEL OF SERVICE CALCULATIONS • Year 2011 with Project-Generated Traffic i ~ CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET 1 i Analysis Summary i Generai'lnformaflon S/telnformation I i Analyst NKfKC ltaisdictiorJDae KONA 11R3R004 p orCattparty ATA MajorSacei MAMALAHOAHWY ~ 9sKy I Analysis Periodl,'ear AM PEAK 2003 Minor 5aeet PROJECT ACCESS I gpn~ Future Year 2011 w Proied - j /nputData _ _ I Lane ~ I SB NB EB WB I j Lane t (wth) i TR T LR ' i Lane 2 I ! L ~ I Lane 3 I Lane 4 j Lane 5 I SB NB EB WB I I Movemed i t (LT) ~ 2 (TFI) 3 (RT) ~ (LT) 5 (+}n ! 6lRn 7 (LT) 8 (TMq s ,0 0.n (+li) tz (RT) I ~ Vdume (vehllt) 315 90 150 285 35 45 ! P~ ! 0.90 0.80 0.90 0.90 0.90 0.90 I Perron d nwy rehides, Hv ~ 3 3 3 3 3 3 i Fbw rate I 350 100 1167 317 39 50 ~ j Flare stooge (t d vdrs) 0 Median storage (t d vehs) - ~ - ~ Signal upsream d Movement 2 R Moventan 5 R j Length d sWeY Period (h) 0.25 I Ougwt Data . Lore Movemem Fbw Rate... Capxiry v/e Ouisre Length I Contrd Dewy LOS pPPr~ I (vdJh) (vetJh ( is Del and LOS I I + LR 89 342 0.261 1 j 19.2 C 19.2 ! EB 2 ~ I I 3 I C l ! t ~ i i I i IWB p j ~ i 3 I j sB ~ ; I NB V 167 1105 0.151 1 ~ 8.8 A j H/CAPTr"2.0.0.1 PROJECT - MAMALAHOA HW/PROJECT ACHE oCatalina Engineering, Inc. CHAPTER 17 • TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET i Analysis Summary GeneraiInfwmaUon SHelntomiation pmya NK/KC kirisdic0a?Date KONA 1123/200?i pgenry or Ctxnparry ATA Major Street MAMALAHOA HWY Analysis Periodlyeu PM PEAK 2003 M111p Streel PROJECT ACCESS I Commend Future Year 2011 w Project i j lnput.Data I I Lane Configuration ~ SB NB EB WB j Lane 1 (arb) TR I T LR ! I Lane T L ' Lane 3 Lane 4 Lane 5 SB NB EB WB ~ Movemed t (Ln 2 (TF~ 3 (Rn 1(Ln 5 (TFI) 6 lRA 7 (Lf) 8 (TFQ 9 (Rn 10l<11 11 (ili) 12 (RT) Volume (vehAi) 270 95 ~ 140 300 85 135 ~ PHf 0.90 0.90 0.90 0.90 0.90 0.90 _j Pertetn d heavy velrides, ~ 3 3 ~ 3 3 3 3 ~ Fbw rare 300 106 ~ 156 333 94 150 flare smnge d vehs) 0 I Harlan storage (J d vehs) Signal upstream d Movemera 2 tr Movemdrt 5 A Lerigtli d study Period (h) 0.25 ~ , Output Data. . Lane Movern+0. Fbw Rate ...Capacity v/c Oueue Lerigtli Control Delay LOS Appoach (vehAi) (veNh (vM) s Dela and LOS 1 LR 244 393 0.621 4 ! 28.1 D 28.1 EB 2 ' I 3 I ~ i D 1 ! iWB p ~ _ ~ I i 3 $B C1 ' I NB Q ' 156 1148 0.136 0 ~ 8.6 A HlCAPTM'2.0.0.1 PROJECT - MAMALAHOA HW/PROJECT ACCE oCatalina Engineering, Inc. 1 d 1 CHAPTER 17 - TWSC • UNSIGNALIZED INTERSECTIONS WORKSHEET i I ! j Anaysis Summary i GenerallnfwmaUon Slfe Information pmt NK/KC hrisdkdotJDate 11232001 pg~y ar Canrpary ATA Major Street MAMALAHOA HWY V pnatysis p~~year AM PEAK 2003 Mirror Street Makalei Access Road I Comnertt Future Year 2011 w Proied ~ I InpufData ~i I Lane Configuration ~ SB NB EB WB I Lane 1 (awb) TR T LR I Lane 2 L ! i Lane 3 ! ~ Lane ~ Lane 5 I I. SB NB EB WB I I Movemda 1 (Ln 2 RH) 3 (RA 4 (Ln 5 (TFI) 6181) 7 0.11 8 (TH) 9 (Rn 10 8.n 11 (TH) 12 (RT) I j Vdtane (vehfit) 355 5 15 415 15 35 i PHF 0.90 0.90 0.90 0.90 0.90 0.90 ' ; Pwcdtt d twzvy vehicles. HV 3 3 3 3 3 3 Fbw me 394 6 17 461 17 39 i Flare sorage 1? d veM) 0 I Median storage d vehs) r Signal upstream of Mwemem 2 fl Movemem S fl Lerrgtlr a study Period IN 0.25 I I Outpuf Data - ' I Lane Moverrtem Flow Rate Capatiry v/c Orrette Length ~ Comrol Oehy LOS Approach I (vddh (veWh) (veh) I s) I Deh and LOS 1 LR 56 485 0.115 0 I 13.4 B 13.4 ( EB 2 ~ i I j i B I 3 ~ i i 1 i ~ I jWB 3 i ~ I sB G I I NB ~ 17 1153 0.014 I 0 8.2 A HICAPTt"2.0.0.1 PROJECT - mamma a«m oCatalina Engineering, Inc. CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET ~ j Analysis Summary i j Gene[alln/ormatlon SNedn/onnatfon Analyst NK/KC JurisdiaiotJDate 1123/2004 ' AgencyaCanparry ATA MajorStrey MAMALAHOAHWY j Analysis Period/Year PM PEAK 2003 Minor Stred Makalei Access Road f. Future Year 2011 w Project ~ i tgputData Lane Configryion SB NB r EB ~A/B Lurie 1 (curb) TR T LR Lane 2 L I Lane 3 I Lane S ~ I SB NB EB VVB ~ Movemera 1 (LT) 2 (f H) 31Ri) 4 (Ln 5 (TH) 6 (RT) 7 (Ln 8 (Ttl) 9 (RT) 10 (LT) 11 (TH) 12 (RT) Vdune (velJh) 390 15 35 430 10 25 PHF 0.90 0.90 0.90 0.90 0.90 0.90 Percent d ~y rehides, HV 3 3 3 3 3 3 Fbw rate 433 17 39 478 11 28 Flare smrege of vMs) 0 ! I Median storage (t d vehs) Signal upstrean of Moeemera 2 ft Movement 5 ft Lerrgdr of svttl7 period (h) 0.25 Output Date I ..lane.. Movement Fbw Rye CaQzciry v/e Ouera! Lertgdt Control Dehy LOS Apprach (vehAt (veNh Iveh) (s Defy and LOS ~ 1 LR 39 443 0.088 0 ~ 13.9 B 13 9 EB 2 ~ ~ 3 ~ B I ~ ws 2 I j 3 i I I i SB ~ ~ NB V 39 1105 0.035 0 I 8.4 A ~ ~H/CAP'TM2.0.0.1 PROJECT - mammakpm oCatalina Engineering, Inc. 1 N 1 Palamanui Development 11/23/04 AM Peak Hour of Traffic 10:40:53 Future Year 2011 With Phase Z 6 II Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Mamalahoa Hwy/Kaiminani Dr METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 90 Approach Parameters APPLABELS WB NB EB SB ~ GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIID;VOLUMES 0 0 0 0 PARRINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 ~ BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 ~ UPSTREAMVC 0.00 0.00 0.00 0,00 ~ Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 565 135 265 0 35 90 1040 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 0.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 0 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ~ ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCT.vs~xaxCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5.0 ( STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 1583 0 1770 0 1843 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 190 140 70 PEDTIME 0.0 0 GREENTIMES 7.00 20.00 98.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 7 7 11 EXCESS 0 Palamanui Development 11/23/04 AM Peak Hour of Traffic 10:40:30 Future Year 2011 With Phase I s II Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary intersection Averages for Int # 0 - Mamalahoa Hwy/Kaiminani Dr Degree of Saturation (v/c) 0.76 Vehicle Delay 33.9 Level of Service C Sq 12 I Phase 1 1 Phase 2 1 Phase 3 1 I I I I j j <++++j <++++j I I I ++++1 I I I 1 v I I North I *>I *>I****> I I I + * I * I***• I 1 + * I * I v I I G/C=0.050 I G/C=0.143 I G/C=0.700 I I G= 7.0" I G= 20.0" I G= 98.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF= 8.68 I OFF=26.48 I C=140 sec G=125.0 sec = 89.38 Y=15.0 aec = 10.78 Ped= 0.0 sec = 0.08 I Lane IWidth/I g/C ( Service Ratel Adj I I HCM I L I Queue 1 I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S INlodel 11 EB Approach 64.8 E+ I RT 112/1 10.368 10.229 I 1 I 332 1 294 10.812 1 64.3 I*E+1 514 ftl 1 LT 1 12/1 10.301 10.050 1 1 1 57 1 39 10.443 I 68.1 I E I 73 ft1 NS Approach 12.9 8+ 1 TH 112/1 10.454 10.879 1 1637 1 1637 1 628 10.384 1 1.7 I A 1 226 ft1 1 LT 112/1 10.326 10.143 I 1 1 213 1 150 10.593 1 59.9 I E+1 258 ftl SB Approach 38.8 D+ 1RT+TH 112/1 10.710 10.700 1 1235 11290 i 1256 10.974 1 38.8 I*D+12049 fti Palamanui Development 11/23/04 PM Peak Hour of Traffic 10:43:39 Future Year 2011 With Phase I fi II Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for int # 0 - Mamalahoa Hwy/Raiminani Dr METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SS GRADgg 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIREVOLUMES 0 0 0 0 ~ PARRINGSIDES NONE NONE NONE NONE PARRVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 840 160 305 0 115 55 660 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 0.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 0 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILI2ATZONS 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ~ TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~ ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 1583 0 1770 0 1843 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 70 PEDTIME 0.0 0 GREENTIMES 9.00 11.00 35.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/23/09 PM Peak Hour of Traffic 10:43:29 Future Year 2011 With Phase I S II Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Mamalahoa Hxy/Kaiminani Dr Degree of Saturation (v/c) 0.72 Vehicle Delay 17.6 Level of Service B Sq 12 I Phase 1 1 Phase 2 1 Phase 3 1 I I I I 1 I I I /I\ I I <++++1 <++++1 I I I ****I I I I I v I I North 1 +>1 +>1****> I I I * + 1 + 1**•* 1 1 * + 1 + 1 v I I G/C=0.129 I G/C=0.157 I G/C=0.500 1 I G= 9.0" ( G= 11.0" I G= 35.0" I I Y+R= 5.0" ( Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=20.08 I OFF=42.98 1 C= 70 sec G= 55.0 sec = 78.68 Y=15.0 sec = 21.4 Ped= 0.0 aec = 0.09 I Lane 1Width/I g/C I Service Ratel Adj I I HCM I L I Queue 1 I Group I Lanesl ~qd Used I @C (vph) @E 1Volumel v/c i Delay I S (Model 11 EB Approach 23.4 C+ I RT 112/1 10.266 10.357 1 493 I 565 I 339 10.600 1 20.2 I C+1 258 ft1 I LT 112/1 10.117 10.129 I 147 1 221 I 128 10.561 I 31.6 1*C 1117 fti NB Approach 10.8 8+ 1 TH 112/1 10.524 10.729 11357 1 1357 I 933 10.688 I 6.6 1 A 1 469 ft1 1 LT 112/1 10.149 10.157 1 192 1 275 I 178 10.640 I 32.6 I*C 1 163 ftl SB Approach 23.7 C+ 1RT+TH 1 12/1 10.461 10.500 ( 875 I 922 I 794 10.861 I 23.7 1*C+1 658 ft1 Palamanui Development 11/23/04 AM Peak Hour of Traffic 11:08:51 Future Year 2011 With Phase I & II Project Traffic with mitig SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Palani Rd/Queen Xaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIKEVOLUMES 0 0 0 O PARKINGSZDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 O RIGHTTURNONRED3 0 0 0 O UPSTREAMt/C 0.00 0.00 0.00 0.00 ~ Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 265 320 25 25 1265 105 95 145 300 250 610 305 WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12.0 24.0 0.0 24.0 12.0 Lp,NE3 0 1 1 1 2 1 0 1 2 0 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM FFLW NORM NORM FFLW NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ` TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ' ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ' ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DEI.AYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 3433 0 3539 1770 Phasing Parameters SEQUENCES 65 66 55 56 55 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 " CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 5.00 6.00 32.00 13.00 0.00 59.00 YELLOWTIMES 5.00 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 9 2 6 0 5 EXCESS 0 Palamanui Development 11/23/04 AM Peak Hour of Traffic 11:08:44 Future Year 2011 With Phase i S II Project Traffic with mitig SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.76 Vehicle Delay 51.6 Level of Service D Sq 65 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 j * ++++j I * I I ++++j ++++j I I I I V I ****I ++++I I I I I ^ I I++++ v 1 v I I North I I + I + I I 1++++> I I I + I I + I I I I I + I I + I I 1 I I G/C=0.036 I G/C=0.043 I G/C=0.229 I G/C=0.093 I G/C=0.000 I G/C=0.421 I I G= 5.0" I G= 6.0" I G= 32.0" I G= 13.0" I G= 0.0" I G= 59.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 0.0" I Y+R= 5.0" I I OFF= 0.0~ I OFF= 7.1~ I OFF=15.0$ I OFF=41.4$ I OFF=54.3$ I OFF=54.3$ 1 C=140 sec G=115.0 sec = 82.1 Y=25.0 sec = 17.98 Ped= 0.0 sec = 0.08 I Lane IWidth/I 4/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 WB Approach 65.4 E+ I TH 112/1 10.370 10.229 I 1 I 397 I 356 10.836 1 65.0 I*E+I 617 ftl I LT 112/1 10.299 10.036 1 1 ( 38 I 28 10.444 I 71.1 I*E I 54 ftl ES Approach 63.9 E+ I TH 112/1 10.326 10.307 1 70 I 560 I 161 10.281 I 37.1 1 D+1 216 ftl I LT 124/2 10.329 10.114 I 1 1 343 I 333 10.849 I 76.9 I•E 1336 ftl NB Approach 52.3 D I RT 112/1 10.300 10.493 I 617 I 780 I 28 10.036 I 18.3 I B I 27 ftl I T8 124/2 10.480 10.421 11058 11492 11406 10.942 I 51.1 1*D 11258 ftl I LT 112/1 10.318 10.093 I 1 1 124 I 117 10.713 I 75.4 I*E 1 221 ftl SB Approach 36.0 D+ I TH 124/2 10.368 10.421 11058 11492 1 678 10.454 I 29.2 I C 1437 ftl 1 LT 112/1 10.318 10.093 I 1 1 124 1 117 10.713 I 75.4 I E) 221 ftl Palamanui Development 11/23/04 PM Pesk Hour of Traffic 11:06:16 Future Year 2011 With Phase Z & II Project Traffic with mitig SIGNAL2000/TEApAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Palani Rd/¢ueen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 ~ QUEUEMODELS 1 90 25 90 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDI.EVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 ( PARRINGSIDES NONE NONE NONE NONE !t PARRVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGATTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0,00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TA LT RT TA LT VOLUMES 180 365 105 30 1215 165 230 305 340 475 1340 175 WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12.0 24.0 0.0 24.0 12.0 LANEg 0 1 1 1 2 1 0 1 2 0 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM FFLW NORM NORM FFLW NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Z.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ( ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ( STARTUPLOST 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 i ENDGAIN 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 i INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 3433 0 3539 1770 Phasing Parameters SEQUENCES 65 66 56 55 55 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 10 PEDTIME 0,0 0 GREENTIMES 10.00 1.00 30.00 15.00 0.00 59.00 YELLOWTIMES 5.00 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 9 2 12 0 11 EXCESS 0 Palamanui Development 11 /23/04 PM Peak Hour of Traffic 11:06:10 Future Year 2011 With Phase i s II Project Traffic vrith mitiq SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Raahumanu Hxy Degree of Saturation (v/c) 0.94 Vehicle Delay 70.3 Level of Service E Sq 65 ( Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 I * i I * I I I I 1 * ++++I I * I I ++++1 ++++1 i I I 1 ~ 1 ++++1 ++++I I I I I ^ I I**** ~ I ~ 1 I North I 1 + 1 + I I I****> I I I + 1 1 + 1 I I I 1 + 1 1 + I I I I I G/C=0.071 I G/C=0.007 I G/C=0.214 I G/C=0.107 I G/C=0.000 I G/C=0.421 1 I G= 10.0" I G= 1.0" I G= 30.0" I G= 15.0" I G= 0.0" I G= 59.0" I 1 Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 0.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=10.7$ I OFF=15.0$ I OFF=40.0$ I OFF=54.3$ I OFF=54.3$ C=140 sec G=115.0 aec = 82.1$ Y=25.0 sec = 17.9$ Ped= 0.0 sec = 0.0$ I Lane 1Width/i g/C I Service Ratel Adj I I BCM I L I Queue I I Group I Lanesl Reqd Uaed 1 @C (vph) @E IVolumel v/c I Delay I S 1Mode1 11 WB Approach 108.7 F I TH 1 12/1 10.384 10.214 1 1 1 367 I 406 11.018 1104.6 1*F ? 831 ftl I LT 1 12/1 10.318 10.071 1 1 1 89 I 117 10.929 1123.2 I*F 1 257 ft1 EB Approach 76.1 E 1 TH 112/1 10.366 10.257 1 1 1 456 1 339 10.708 I 52.0 I D 1 539 ftl 1 LT 124/2 10.335 (0.114 I 1 1 343 I 378 10.964 I 97.8 I*F 1 416 fti NB Approach 53.7 D 1 RT 112/1 10.301 10.529 I 697 ( 837 1 33 10.039 i 15.9 1 8 1 29 ftl 1 TH 124/2 (0.470 10.421 1 1058 11492 11350 10.905 I 46.1 I D 11154 ft1 1 LT 1 12/1 10.333 10.107 1 1 1 149 1 183 10.963 1116.7 i F 1 394 ftl SB Approach 71.3 E 1 TH 124/2 10.495 10.421 1 1058 1 1492 11489 10.998 1 63.2 1*E+11440 ft1 1 LT 112/1 10.336 10.107 1 1 1 149 I 194 11.021 1 133.4 1*F 1 440 ftl Palamanui Development 11/23/04 AM Peak Hour of Traffic 10:27:51 Future Year 2011 With Phase I 6 ZI Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Znt # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATZON 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIKEVOLUMES 0 0 0 O PARRINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 2 O BUSVOLUMES 0 0 0 O RIGHTTURNONREDS 0 0 0 O UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 195 0 310 110 1320 0 0 0 0 0 725 35 WIDTHS 12.0 0.0 12.0 12.0 29.0 0.0 0.0 0.0 0.0 0.0 24.0 12.0 LANES 1 0 1 1 2 0 0 0 0 0 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 pEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCr.ranaNCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 O 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATiONFLOWS 0 0 1770 1583 3539 0 0 0 0 0 3539 1770 Phasing Parameters SEQUENCES 13 13 PERMISSZVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 40.00 19.00 66.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS O Palamanui Development 11/23/04 AM Peak Hour of Traffic 10:27:35 Future Year 2011 With Phase I b iI Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.66 Vehicle Delay 30.9 Level of Service C Sq 13 I Phase 1 1 Phase 2 1 Phase 3 1 I * I I I 1 * ++++1 1 ++++1 I I I I i I I I**** I I Horth I 1++++> 1++++> 1 I I I I I I I I I I G/C=0.286 ( G/C=0.136 I G/C=0.471 1 I G= 40.0" I G= 19.0" I G= 66.0" I I Y+R= 5.0" 1 Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ ? OFF=32.1$ I OFF=49.3$ I C=140 sec G=125.0 sec = 89.3$ Y=15.0 sec = 10.7$ Ped= 0.0 sec = 0.0$ I Lane (Width/I g/C 1 Service Ratel Adj I I HCM I L I Queue 1 I Group I Lanesl Reqd Used I @C (vph) @E IVOlumel v/c I Delay I S (Model 11 WB Approach 48.0 D I LT 112/1 10.372 10.286 I 1 1 488 1 344 10.680 I 48.0 I*D 1531 ft1 NS Approach 36.4 D+ 1 RT 112/1 10.323 10.793 11234 11255 1 122 10.097 1 3.3 1 A I 53 ftl 1 TH 1 24/2 10.491 10.471 11359 1 1668 1 1467 10.879 I 39.2 I*D+11186 ftl SB Approach 13.6 8+ 1 TH 124/2 10.385 10.643 12192 12275 i 806 10.354 1 11.7 1 8+1 345 ft1 I LT 112/1 10.301 10.136 1 1 1 200 I 39 10.162 1 53.8 I*D 1 63 ft1 Palamanui Development 11/ 23/04 PM Peak Hour of Traffic 10:30:31 Future Year 2011 With Phase I 6 II Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD ! SIMULATION PERIOD 15 ~ LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB ES SB i GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIKEVOLUMES 0 0 0 O PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 2 0 BUSVOLUMES 0 0 0 O RIGHTTURNONREDS 0 0 0 O UPSTREAMVC 0.00 0.00 0.00 0.0 O C Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 50 0 220 315 1135 0 0 0 0 0 1595 295 WIDTHS 0.0 0.0 12.0 12.0 24.0 0.0 0.0 0.0 0.0 0.0 24.0 12.0 LANES 0 0 1 1 2 0 0 0 0 0 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 I ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQC7.rraaniaCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUM3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ~ STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAZN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 O 0 ZNITIALQUEUE 0 0 0 0 0 0 0 0 0 0 O 0 ~ IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 190 O 1900 ~ FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 O 1.00 ~ DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 O 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ~ SATURATIONFLOWS 0 0 1770 1583 3539 0 0 0 0 0 353 9 1770 i Phasing Parameters SEQUENCES 13 13 PERMZSSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 31.00 37.00 57.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 11/23/04 PM Peak Hour of Traffic 10:30:21 Future Year 2011 With Phase I S II Project Traffic SIGNAL2000/TEAPAC(Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.72 Vehicle Delay 28.4 Level of Service C Sq 13 I Phase 1 1 Phase 2 1 Phase 3 1 1 * 1 I I 1 * ++++1 1 ++++1 I I I ^ I I I I I**** I I Horth I 1++++> 1++++> 1 I I I I I I I I I I G/C=0.221 I G/C=0.264 I G/C=0.407 I I G= 31.0" I G= 37.0" I G= 57.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I 1 OFF= 0.0$ I OFF=25.7$ I OFF=55.7$ I C=140 sec G=125.0 sec = 89.3$ Y=15.0 sec = 10.7$ Ped= 0.0 sec = 0.0$ 1 Lane IWidth/I 4/C I Service Rate1 Adj I I HCM I L 1 Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 WB Approach 52.3 D I LT 112/1 10.347 10.221 1 1 1 361 1 244 10.622 I 52.3 I*D 1 392 ftl NB Approach 37.1 D+ 1 RT 1 12/1 (0.387 10.664 ( 981 11052 1 350 10.333 1 10.3 I B+1 271 ftl 1 TH 124/2 10.454 10.407 1 963 11441 1 1261 10.875 I 44.6 I*D+11053 ftl SB Approach 18.9 8 I TH 124/2 10.551 10.707 12472 12503 1 1772 10.708 I 13.0 1 B+1 913 fti 1 LT 1 12/1 10.368 10.264 1 1 1 445 I 328 10.701 I 51.1 I*D 1520 ft1 ______.r.. Palamanui Development 11/23/04 AM Peak Hour of Traffic 10.32:01 Future Year 2011 With Phase I & II Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu HWy METROAREA NONCSD ' SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 i QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIKEVOLUMES 0 0 0 O PARKINGSZDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 O RIGHTTURNONREDS 0 0 0 O UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 1155 275 90 0 55 115 625 0 WIDTHS 0.0 0.0 0.0 0.0 29.0 12.0 12.0 0.0 12.0 12.0 24.0 0.0 LANES 0 0 0 0 2 1 1 0 1 1 2 0 GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 r ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 j IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 j FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ~ SATURATIONFLOWS 0 0 0 0 3539 1770 0 0 1770 1583 3539 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 70 PEDTIME 0.0 0 GREENTIMES 8.00 23.00 24.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11 /23/04 AM Peak Hour of Traffic 10:31:56 Future Year 2011 With Phase I S II Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Znt # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.49 Vehicle Delay 11.1 Level of Service B+ Sq 12 I Phase 1 1 Phase 2 1 Phase 3 1 I I I 1 I I i I /I\ I I <++++1 <++++1 I I I ****I I I I I v I I North 1 I I****> I I 1++++ * I I++++ 1 1 v* I I v I 1 G/C=0.114 I G/C=0.329 I G/C=0.343 I ( G= 8.0" I G= 23.0" I G= 24.0" I 1 Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=18.6$ I OFF=5B.6$ I C= 70 sec G= 55.0 sec = 78.6$ Y=15.0 sec = 21.4$ Ped= 0.0 sec = 0.0$ I Lane (Width/I 9/C I Service Ratel Adj I I HCM I L 14ueue I I Group I Lanesl Reqd Used 1 @C (vph) @E IVolumel v/c I Delay I S (Model 11 EB Approach 29.3 C I LT 112/1 10.068 10.114 1 125 I 192 I 61 10.302 I 29.3 I*C 1 53 ftl NB Approach 6.9 A 1 TH 1 24/2 10.382 10.743 1 2629 12629 11283 10.488 I 3.8 I A 1 257 ftl I LT 1 12/1 10.223 10.329 i 503 I 581 I 306 10.527 I 20.0 I*B 1229 ft1 SB Approach 17.8 8 1 RT 112/1 10.129 10.529 1 793 1 837 1 128 10.153 I 8.5 I A I 62 ftl 1 TH 1 24/2 10.229 10.343 11131 11213 I 694 10.572 I 19.5 I*B 1274 ftl Palamanui Development 11 /23/04 PM Pesk Hour of Traffic 10:32.33 Future Year 2011 With Phase I b II Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00) - Summary of Parameter Valuea Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Holy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 ' QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0 . 0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARRVOLUMES 20 20 20 20 ' BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 ~ UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVI.ABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 1095 135 255 0 155 100 1660 0 I WIDTHS 0.0 0.0 0.0 0.0 24.0 12.0 12.0 0.0 12.0 12.0 24.0 0.0 I,ANEg 0 0 0 0 2 1 1 0 1 1 2 0 ~ GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM i UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAtCHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ~ ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 Z.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INZTIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 ' ZDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 3539 1770 0 0 1770 1583 3539 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE O~RLppS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 70 PEDTIME 0.0 0 GREENTIMES 9.00 8.00 38.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11 /23/04 PM Peak Hour of Traffic 10:32:27 Future Year 2011 With Phase I S II Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.74 Vehicle Delay 20.1 Level of Service C+ Sq 12 I Phase 1 1 Phase 2 1 Phase 3 1 **/w* I I I I I I i I i I <++++I <++++I i I I ****I I I I I w I I North I I I****> 1 I I++++ + I I++++ I I v* I I ~ I I G/C=0.129 I G/C=0.114 I G/C=0.543 I I G= 9.0" I G= 8.0" I G= 38.0" I 1 Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" 1 I OFF= 0.0$ I OFF=20.0 I OFF=38.68 I C= 70 sec G= 55.0 sec = 78.68 Y=15.0 aec = 21.4$ Ped= 0.0 sec = 0.0$ I Lane (Width/I 4/C I Service Ratel Adj I I ACM I L I Queue I 1 Group I Lanesl Regd Used I @C (vph) @E IVolumel v/c 1 Delay I S (Model 11 EB Approach 42.8 D+ I LT 112/1 10.145 10.129 I 147 I 221 I 172 (0.754 I 42.8 I*D+I 171 ftl NB Approach 8.4 A I TH 124/2 10.365 10.729 12579 12579 11217 10.472 I 4.1 I A 1 249 ftl 1 LT 112/1 10.131 10.114 1 125 I 192 1 150 10.743 I 43.8 1*D+1 150 ftl SB Approach 26.3 C+ I RT 112/1 10.116 10.743 11175 11176 I 111 10.094 I 2.5 I A I 30 ftl I TH 124/2 10.526 10.543 11910 11921 11844 10.960 I 27.7 1*C I 936 ftl Palamanui Development 12/02/04 AM Peak Hour of Traffic 09:01:22 Future Year 2011 With Phase I & II Project Traffic SIGNAL2000/TBAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Project Access/Queen Kaahumanu MBTROARBA NONCBD SIMULATION PERIOD 15 LBVELOFS$RVICS C S NODHLOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABHLS WB NB 88 SB GRADES 0.0 0.0 0.0 0.0 PBDLHVSLS 0 0 0 0 BIKE\IOLUMES 0 0 0 0 PARKINGSID85 NONH NONE NONH NOISE PARRVOLUtdES 20 20 20 20 BUSVOLUM85 0 0 0 0 RIGHTTURNONRBDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMHS 155 0 185 455 800 0 0 0 0 0 555 260 WIDTHS 12.0 0.0 24.0 12.0 24.0 0.0 0.0 0.0 0.0 0.0 24.0 12.0 LANEg 1 0 2 1 2 0 0 0 0 0 2 1 C GROUPTYPSS NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 p TRIICKPBRCSNTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 II PBAKHOIIRFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPHS 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS Y8S YHS YES YES Y8S YSS YES YES Y8S Y8S YHS YHS R8QCL8ARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ~ MINIMUM3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 BNDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUHUH 0 0 0 0 0 0 0 0 0 0 0 0 IDBALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1_00 1.00 j DBLAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 1583 0 3433 1583 3539 0 0 0 0 0 3539 1770 Phasing Parameters SHQUENCBS 13 13 PBRMISSIVES NO NO NO NO LEADLAGS NONE NONE OVHRLAPS YES YSS YES YSS OFFSET 0.00 1 CYCLES 70 140 70 PBDTIMB 0.0 0 GRBENTIMHS 9.00 20.00 26.00 YBLLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 BKCSSS 0 Palamanui Development 12/02/04 AM Peak Hour of Traffic 09:01:31 Future Year 2011 With Phase I & II Project Traffic SIGNAL2000/Tgp,PAC[Var 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Project Access/Queen Raahumanu Degree of Saturation (v/c) 0.50 Vehicle Delay 14.6 Level of Service B+ Sq 13 ~ Phase 1 ~ Phase 2 ~ Phase 3 *w/** + * + ~ A + * ++++I + ~ *w*• North G/C=0.129 ~ G/C=0.286 I G/C=0.371 G= 9.0" ~ G= 20.0" G= 26.0" Y+R= 5.0" ~ Y+R= 5.0" Y+R= 5.0° OFF= 0.0$ ~ OFF=20.0$ ~ OFF=55.7$ C= 70 sec G= 55.0 sec = 78.6 Y=15.0 sec 21.4$ Ped= 0.0 sac 0.0$ Lane Width/ g/C ~ Service Rate Adj ~ ~ HCM L Queue Group I Lanes Reqd IIsed ~ @C (vph) @B ~Volume~ v/c ~ Delay S ,Modal 1 WB Approach 20.6 C+ ____________________~_____________________=====a=====__===°=s=~v=v=~__~________ RT ~ 12/1 0.159 0.486 ~ 717 ~ 769 ~ 172 0.224 ~ 10.5 ~ B+I 92 ft~ LT ~ 24/2 0.093 0.129 ~ 319 ~ 441 ~ 206 0.467 ~ 29.1 ~*C 95 ft~ NS Approach 16.4 8 ------------------O________________°_________ _ RT 12/1 0.365 0.571 ~ 869 ~ 905 ~ 506 0.559 10.2 ~ B+~ 294 ft~ TH 24/2 0.260 0.371 ~ 1242 ~ 1315 ~ 889 0.676 19.9 ~*B ~ 361 ft~ SB Approach 9.5 A °L=====°_=====0=~_=======v=====------=====c=c===_______________________=====a== TH ~ 24/2 0.206 0.729 ~ 2579 ~ 2579 ~ 617 0.239 ~ 3.2 ~ A ~ 102 ft~ LT ~ 12/1 0.213 0.286 ~ 423 ~ 506 ~ 289 0.571 ~ 22.9 ~*C+~ 229 ft~ Palamanui Development 12/02/04 PM Peak Hour of Traffic 09:01:04 Future Year 2011 With Phase i & II Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Project Access/Queen Kaahumanu METROARHA NONCBD SIMULATION PERIOD 15 LHVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SS GRADES 0.0 0.0 0.0 0.0 PEDLHVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONB NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLA88LS RT TH LT RT TH LT RT TH LT RT TH LT ' VOLUMES 400 0 525 500 685 0 0 0 0 0 1235 335 WIDTHS 12.0 0.0 24.0 12.0 24.0 0.0 0.0 0.0 0.0 0.0 24.0 12.0 ' LANgg 1 0 2 1 2 0 0 0 0 0 2 1 ' GROIIPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCHNTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YHS YES XES YES YHS YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 BNDGAIN Z.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 1583 0 3433 1583 3539 0 0 0 0 0 3539 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVHS NO NO NO NO LSADLAGS NONH NONB OVHRLAPS YES YES YES YHS OFFSET 0.00 1 CYCLES 70 140 70 PEDTIME 0.0 0 GREENTIMES 16.00 20.00 19.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 12/02/04 PM Peak Hour of Traffic 09:01:10 Future Year 2011 With Phase I & II Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Znt # 0 - Project Access/Queen Kaahumanu Degree of Saturation (v/c) 0.66 Vehicle Delay 17.2 Level of Service B Sq 13 ~ Phase 1 ~ Phase 2 ~ Phase 3 + * I + + * ++++I + Iw*** North G/C=0.229 ~ G/C=0.286 ~ G/C=0.271 G= 16.0" G= 20.0" G= 19.0" Y+R= 5.0" Y+R= 5.0° Y+R= 5.0" OFF= 0.0$ ~ OFF=30.0$ ~ OFF=65.7 C= 70 sec G= 55.0 sec = 78.6is Y=15.0 sec = 21.4$ Ped= 0.0 sec = 0.0~ Lane Width/~ g/C Service Rate Adj ~ ~ HCM L ~ Queue Group I Lanes Reqd IIsed I @C (vph) @8 ~Volume~ v/c ~ Delay I S Model 1~ WB Approach 20.2 C+ RT ~ 12/1 0.328 10.586 ~ 894 ~ 927 ~ 444 0.479 ~ 8.7 ~ A ~ 237 ft~ LT ~ 24/2 0.205 0.229 ~ 671 ~ 785 ~ 583 0.743 ~ 28.9 ~*C ~ 272 ft~ NB Approach 21.0 C+ _ C____ C C L C i RT ~ 12/1 0.394 0.571 869 ~ 905 556 0.614 ~ 11.2 ~ B+~ 338 ft~ TH ~ 24/2 0.247 0.271 857 ~ 961 ~ 761 0.792 ~ 28.3 ~*C ~ 361 ft~ SB Approach 12.6 B+ =ec===ca=====_____=====a=.===°=====c====°===a=====cam====sa=======v===.=c=====._ TH ~ 24/2 0.405 0.629 ~ 2225 ~ 2225 1372 0.617 ~ 8.4 I A ~ 398 ft LT ~ 12/1 0.259 10.286 ~ 423 ~ 506 372 0.735 ~ 28.1 *C ~ 321 ft i 1 CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET I Analysis Summary i General lnfwmatloo Site-Information j Aryl NK/KC JurisdicliorJDae KONA 11/23/200 Agenry «Comparry ATA Major Stred KAIMINANI DRIVE I Analysis Periodlyw AM PEAK 2011 Minor Strea4 MAIN STREET Comment Future Year 2011 w Proied fiput.Dafa Lane Configuretion ~NB ~ EB SB ~ NB _ 'I Lane 1 (curb) TR ~ LT LR I I lane 2 ~ lane 3 ~ I Lane 4 i j Lane 5 ~ I WB I EB SB NB ! i Moventem 1 (LT) 2 (TH) 31Rn < (Cf) 5 (TH) 6 (Rn 71L11 8 (FH) 9 (RT) 10 R1) 11 (TFQ 12 (R1) ~ i_ C Volume (vehAt) 440 10 35 110 20 65 PHF 0.90 0.90 0.90 0.90 0.90 0.90 i Percart d heavy vehicles, HV 3 3 3 3 3 3 ~ Fbw nle 489 11 I 39 122 22 72 I. t `i Flare slomge (e d vehs) 0 Median storage d Kam) Signal rgstream of Movement 2 fl Movemed 5 fl ~ Lertgtlt d study Output Data (h) 0.25 lane Mormrem Flow Rate Capacity v/c Queue Length I Control Delay LOS Approach ~ j (vehm) (ve1Jh vM) (s) Dela and LOS j 1 LR 94 517 0.182 1 ! 13.5 B 13.5 ~ i SB z ~ ~ ~ i I a ~ i , B i I 1 i ~ NB y i I 3 ~ VVB 1Q ~ ' EB U i 39 1059 0.037 ~ 0 8.5 A H/CAP'a'2.0.0.1 PROJECT- MAIN STREET/KAIMINANI DRIaE ®Catalina Engineering, Inc. i CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET I Analysis Summary Generallnformation S1teJnformation i pnaiyst NK/KC lurisdiction/Dae KONA 1123/2004 pgen~y«Cm^WnY ATA MajorStred KAIMINANI DRIVE pnaysis Pericd/Year PM PEAK 2011 Minor Sheet MAIN STREET i Future Year 2011 w Proied j I Input Dafa LaneConfiguratan WB EB SB NB i Lane 1(arbj TR LT LR i Lane 2 I Lane 3 ! lane 4 ~ ! Lane 5 i ~~WB EB SB NB ' Movement 1 ILA 2 (TFi) 3 (Rn < (L'f) 5 (TH) ~ 6 (R>7 7 (L1'j 8 (TH) 9 (RT) 10 (Ln it Irll) 121Rn.! ! Volume (velJh) 160 25 80 530 20 110 ! i PHF 0.90 0.90 0.90 0.90 0.90 0.90 Pacem d neavY HV 3 3 3 3 3 3 i Fbw rare 178 28 89 589 22 122 Flare storage a vehs) 0 ' Metgan swage d vehsj - i Sigrnl upstream a Movement T n Moverred s fl ~ Lengtlt a study period (h) 0.25 ! Output Data--.. Lane Maroned Fbw Rele C+PxaY v/c Ettteik Lengtlt Control Delay LOS ppproech ~ (vehln (veh/n ls) Dela and Los 1 LR 144 635 0.227 1 ~ 12.3 B 12.3 SB 2 ~ I B ~ 3 I 1 I i I (NB 2 ! 3 i VVB ~ j ! ~ ~ EB Q ( 89 1360 0.065 I 0 7.8 A HICAP'"'2.0.0.1 PROJECT-MAIN STREET/KAIMINANI DRIVE oCatalina Engineering, Inc. 1 d 1 ATA •u CIVIL ENOIN[CPB C"94lCNVEVppSN C. APPENDIX C LEVEL OF SERVICE CALCULATIONS • Year 2014 with Project-Generated Traffic I CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET I Analysis Summary i j General informatlon. Site Informatlon - i Analyst NK/KC lurisdiaiorvDate KONA 11/23/2004 i AgertryorComparry ATA MajorSbcel MAMALAHOAHWY i pnalysisPeriod/Year AM PEAK 2003 MirgrSlreN PROJECT ACCESS I Comment Future Year 2014 w Proied Input Data I I LaneCodiguration SB NB EB WB ! Lane, (arb) TR T LR ~2 L I j lane 3 ~ j Lane 4 ( i Lane 5 i SB NB EB WB i ~ Movanent , an z mn 3 cRn ~ + an s trro s mn ~ an a aro s IRn ,o an n (110 ,z IRn i ~ Vohane (vehlh) 355 100 155 325 35 65 I PHF 0.90 0.90 0.90 0.90 0.90 0.90 j j paced d heavy vehirAes, HV 3 3 3 3 3 3 Flow nu 394 111 172 361 39 72 i Flare storage or vehs) 0 I ! Median storage li d vehs) I Signal upweam d Moventaa z A Movemna 5 s Length d study period Ih) 0.25 Output Data lane Moverttaa Fbw Rae Capaeiry v/e Queue Laglh ~ Corarol Dewy LOS Appradt ~ (ve1Jh (veti/h) (veh) s DNa and LOS i 1 LR 111 332 0.334 1 ! 21.2 C 21.2 ! i EB 3 I C I j 1 i I i i i i j W B 2 ! --~---T-- 3 ~ I I i gg ~ ~ I I NB U j 172 1054 0.163 ~ 1 ~ 9.1 A I HICAPTM2.0.0.1 PROJECT - MAMALAHOA HW/PROJECT A~ dCE oCatalina Engineering, Inc. CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET i i I i j Analysis Summary I Generallnformatlon SHeln/ormatlon j Rnalysl NK/KC JaisdiuiaJDate KONA 11/23/200;4 j gyamy a Company ATA Major Sued MAMALAHOA HWY Analysis Periodryear PM PEAK 2003 Mina 5p~t PROJECT ACCESS Commntl Future Year 2014 w Proied I Inpuf.Data ! LareConfiguration SB NB EB WB ! Lane 1 (arb) TR T LR I. ' Lane 2 I I L Lane 3 1 I Lane 4 I. i Lane 5 SB NB EB WB Movemera 1 1Ln z tiHl a (R1) 4 ILn s (rH) I s tRn y 0.n a (rH) s (ISn 10 (LT) n OM 1z lR1) j VuAane (veNh) 315 105 170 340 95 90 PHF 0.90 0.90 0.90 0.90 0.90 0.90 I I Percan d Ireavy vetddes, HV 3 3 3 3 3 3 Fbwrae ~ 350 117 189 378 106 100 Flare storage (I d vehs) 0 Median slaage It d wM) ' SigrW upstream d Moamrera 2 - A Movemera 5 a Lerrgtlr d seey period (h) 0.25 Output Data ~ _ ~ - - - - I Lane Mwemna Fbw Rate Capacity v/c Queue LengM I Conad Delay LDS ~ Apprmdt ' (vetJh ( (veh s Dd are LOS 1 LR 206 273 0.755 6 ~ 49.8 E 49.8 EB 2 i I E i j 3 j i ~ 1 ~ i I IWB 2 3 ~ I SB 0 ! I ! ! NB Q ~ 189 1090 0.173 1 ~ 9.0 A ~HICAPT"'2.0.0.1 PROJECT - MAMALAHOA HW/PROJECT ACCE oCatalina Engineering, Inc. 1 d 1 CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET ! I Analysis Summary j General Information. Slte--In/ormation - j j pnalysl NK/KC JurisdiniodDate 11/23/2004 Agency orComparry ATA Major Street MAMALAHOA HWY Analysis Periodiyear AM PEAK 2003 Minor Street Makalei Access Road Crxnnrem Future Year 2014 w Proied - j j j /npufData j Lane Configuration SB NB EB WB Lane, (arb) TR j T LR ~ Lane 2 L j Lane 3 ~ I ~ I Lane S ~ ~ SB NB EB WB ' Moremem tan z tiM a Ian + an s ttM a lRn ~ an a aro g trtn tD an „ (tHI ,z mn Volume (vuJh) 415 5 20 460 20 50 j 1 PHF 0.90 0.90 0.90 0.90 0.90 0.90 j j Perwa d heavy vehides, HV 3 3 3 3 3 3 j I Flow rate 461 6 22 511 22 56 ~ Flare stooge (t d vehs) 0 - Median stooge d vehs) - Signal upsueam d Movemera 2 A Movemenl5 h ~I Lengtlt d sally period (h) 0.25 Output Dafa i ~ Lie Movemdn ~ Fbw Bale Capacity vlc Queue Lerglh Contra Delay LOS Approach j Ivehm) vehAr) (veh s De and LOS ~ LR 78 434 0.180 1 j 15.1 C 15.1 I EB 2 i C 9 I , I i IWB 2 j 3 SB ~lJ ( ~ ' NB V 22 1090 0.020 ~ 0 8.4 A HICAPTr"2.0.0.1 PROJECT - mammaam oCatalina Engineering, Inc. CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET i I ' Analysis Summary General-lnformatlon Ske Information Analyst NKMC Jurisdioionloae 1123/2004 pgenry or ('.omparry ATA Major Street MAMALAHOA HWY j Analysis PeriotVYear PM PEAK 2003 plirpr $treyt Makalei Access Road i Canmml Future Year 2014 w Project InpufData _ Lane Corr6gurattori SB ~ NB EB VVB Lane 1 (uab) j TR T LR L I Lane 2 Lane 3 Lame 4 Lan! 5 ~ . SB NB EB WB i MovemaA 1 RT) 2 [M) 31Rn 4 (Ln s (Ill) 6 (Rn 7 (Ln 8 (fH) 9 (Rn 10 Qty 11 (Lll) 12 ~ Volans (wdJn) 385 20 45 495 15 35 PHF 0.90 0.90 0.90 0.90 0.90 0.90 Percera d trravy wdiiGes, HY 3 3 3 3 3 3 Flow rate 428 22 50 550 17 39 ~ Flre storage of wdrs) 0 ' Median storage M whs) - - i Sigrid upstream of Movement 2 A Movement 5 ft Lwgtlr d study period (h) 0.25 Output beta ....lane Movenrda Fbw Rate Capacity v/c Oirwte Lerigd; Control Ddaq LOS Approadt (veWh) (wdJp) vdt Is) De aM Los 1 LR 56 405 0.138 0 15.3 C 15 3 EB 2 ~ ' ~ g C t I i IWB 2 ( ' 3 ~ ~ SB ~ I i ~ ~ N6 l9i 50 1105 0.045 0 8.4 A ffICAPT"'2.0.0.1 PROJECT - mammakpm aCatalina Engineering, Inc. ~ of 1 Palamanui Development 11/23/04 AM Peak Hour of Traffic 13:20:51 Future Year 2014 With Phase I, 2I, fi Iii Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Mamalahoa Hxy/Raiminani Dr METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIREVOLUMES 0 0 0 O PARKINGSIDES NONE NONE NONE NONE PARRVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 O AZGHTTURNONREDS 0 0 0 O UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 630 145 260 0 30 90 1210 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 0.0 12.0 0.0 Z,p,NEg 0 0 0 0 1 1 1 0 1 0 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ~ ACTUATIONS YES YES YES YE3 YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INZTIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFI.OWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 1583 0 1770 0 1845 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 6.00 18.00 101.00 YELLOWTIMES 5.00 5.00 5.00 CRITZCALS 7 7 11 EXCESS 0 Palamanui Development 11/23/04 AM Peak Nour of Traffic 13:20:37 Future Year 2019 With Phase i, II, s III Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Mamalahoa Bxy/Kaiminani Dr Degree of Saturation (v/c) 0.86 Vehicle Delay 52.8 Level of Service D Sq 12 I Phase 1 1 Phase 2 1 Phase 3 1 I I I I I I I I /I\ I I <++++1 <++++1 I I I ++++I I I I 1 v I I North 1 *>I •>I****> I I I + • I * I**** I I + * I * I ~ I I G/C=0.043 I G/C=0.129 I G/C=0.721 1 I G= 6.0" I G= 18.0" I G= 101.0" ( I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" 1 I OFF= 0.0$ I OFF= 7.9$ I OFF=24.3$ I C=140 sec G=125.0 sec = 89.3$ Y=15.0 sec = 10.7$ Ped= 0.0 sec 0.0$ I Lane 1Width/1 g/C I Service Rate1 Adj I I NCM I L I Queue 1 I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S 1Mode1 11 EB Approach 76.2 E I RT ( 12/1 10.367 10.207 1 1 1 295 I 289 10.881 1 77.0 I*E 1537 ft1 1 LT 1 12/1 10.300 10.043 I 1 1 47 I 33 10.434 1 69.3 I E 1 63 ft1 NB Approach 14.1 B+ 1 TB 1 12/1 10.480 10.886 1 1650 1 1650 I 700 10.424 1 1.6 I A 1252 ftl I LT 112/1 10.328 10.129 I 1 1 187 I 161 10.706 I 68.0 I E 1 290 ftl SB Approach 70.6 E IRT+TB 1 12/1 10.791 10.721 1 1286 1 1331 11444 11.085 1 70.6 I*E 12806 ft1 Palamanui Development 11/23/04 PM Peak Hour of Traffic 14:19:01 Future Year 2014 With Phase I, II, fi III Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Znt # 0 - Mamalahoa Hvy/Raiminani Dr METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 90 Approach Parameters - APPLABELS WB NB EB SS GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIREVOLUMES 0 0 0 0 ' PARRINGSIDES NONE NONE NONE NONE PARRVOLUMES 20 20 20 20 ' BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT ' VOLUMES 0 0 0 0 975 150 370 0 110 40 710 0 WIDTHS 0.0 0.0 0.0 0.0 12.0 12.0 12.0 0.0 12.0 0.0 12.0 0.0 LANES 0 0 0 0 1 1 1 0 1 0 1 0 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEAAANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIAI.QUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 1863 1770 1583 0 1770 0 1849 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 70 PEDTIME 0.0 0 GREENTIMES 8.00 11.00 36.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11/23/04 PM Peak Hour of Traffic 14:18:50 Future Year 2014 With Phase I, II, 6 IIZ Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Mamalahoa Hwy/Raiminani Dr Degree of Saturation (v/c) 0.79 Vehicle Delay 19.0 Level of Service 8 Sq 12 1 Phase 1 1 Phase 2 1 Phase 3 1 I I I I I I I I I 1 <++++1 <++++1 I I I ****I I I I I ~ I I North I +>1 +>I****> I I I * + I + I**** I 1 * + 1 + 1 v I I G/C=0.114 I G/C=0.157 ( G/C=0.514 I 1 G= 6.0" I G= 11.0" I G= 36.0" I 1 Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I 1 OFF= 0.0$ I OFF=18.68 ( OFF=41.4$ I C= 70 sec G= 55.0 sec = 78.6$ Y=15.0 sec = 21.48 Ped= 0.0 sec = 0.08 I Lane (Width/I 4/C I Service Ratel Adj 1 I HCM I L I Queue 1 I Group I Lanesl Reqd Used I @C (vph) @E IVOlumel v/c I Delay I S IMOdel 11 EB Approach 28.3 C I RT 112/1 10.309 10.343 I 469 I 543 ( 411 10.757 1 26.5 I C+1 349 ftl 1 LT 112/1 (0.113 10.114 1 125 I 192 I 122 10.604 1 34.5 I*C 1115 ftl NB Approach 11.5 8+ I TH 112/1 10.596 10.743 11384 11384 1 1083 10.783 I 8.5 1 A 1 616 ftl 1 LT 1 12/1 10.142 10.157 1 192 1 275 I 167 10.601 1 31.1 I*C ? 151 ft1 SB Approach 24.3 C+ IRT+TH 112/1 10.479 10.514 1 907 1 951 I 833 10.876 1 24.3 (*C+1 699 ftl Palamanui Development 11/23/04 AM Peak Hour of Traffic 13:35:29 Future Year 2014 With Phase I, II, 6 III Project Traffic with SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for int # 0 - Palani Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIREVOLUMES 0 0 0 0 PARKZNGSIDES NONE NONE NONE NONE PARRVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 310 25 25 1400 105 0 145 310 0 700 105 WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12.0 29.0 0.0 24.0 12.0 LANES 0 1 1 1 2 1 0 1 2 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YE3 YES YES YES YES YES YES YES YES YES YES REQCr.vanauCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINII~lUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQVEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1770 1583 3539 1770 0 1863 3433 0 3539 1770 Phasing Parameters SEQUENCES 65 66 55 56 55 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YE3 OFFSET 0.00 1 CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 5.00 6.00 30.00 13.00 0.00 61.00 YELLOWTIMES 5.00 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 9 2 6 0 5 EXCESS 0 Palamanui Development 11/23/04 AM Peak Hour of Traffic 13:35:36 Future Year 2014 With Phase I, II, 6 III Project Traffic vPith SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for int # 0 - Palani Rd/Queen Kaahumanu Hvey Degree of Saturation (v/c) 0.80 Vehicle Delay 58.0 Level of Service E+ Sq 65 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 I * I I * I I I I i * ++++1 I * I 1 ++++I ++++I V I ^ ****I ++++I I I I I I I I I ^ I I++++ v I v I I North I 1 + 1 + I I I++++> 1 I I + 1 1 + I I I I 1 + I I + I I I I I G/C=0.036 I G/C=0.043 I G/C=0.214 I G/C=0.093 I G/C=0.000 I G/C=0.436 I I G= 5.0" I G= 6.0" I G= 30.0" I G= 13.0" I G= 0.0" I G= 61.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 0.0" I Y+R= 5.0" 1 I OFF= 0.0$ I OFF= 7.1$ I OFF=15.0$ I OFF=40.0$ I OFF=52.9$ I OFF=52.9 I C=140 sec G=115.0 sec = 82.18 Y=25.0 sac = 17.9 Ped= 0.0 aec = 0.08 I Lane IWidth/1 q/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used 1 @C (vph) @E IVolumel v/c I Delay I S (Model 11 WB Approach 70.4 E I TH 112/1 10.367 10.214 I 1 1 367 1 344 10.862 1 70.3 1*E 1 614 ft1 I LT 112/1 10.299 10.036 I 1 1 38 I 28 10.444 1 71.1 I*E I 54 ft1 EB Approach 67.3 E+ 1 TB 112/1 10.326 10.293 I 1 1 531 I 161 10.295 I 38.6 I D+1 221 ftl I LT 124/2 10.331 10.114 I 1 1 343 I 344 10.878 1 80.7 I*F 1354 ftl NB Approach 64.6 E+ 1 RT 112/1 10.300 10.507 I 650 I 603 1 28 10.035 1 17.3 I B 1 26 ftl 1 TH 124/2 10.508 10.436 1 1148 11542 1 1556 11.009 I 64.7 I*E+11517 ftl 1 LT 112/1 10.318 10.093 I 1 1 124 1 117 10.713 1 75.4 I*E 1 221 ft1 SB Approach 34.9 C I TH 124/2 10.381 10.436 1 1148 11542 1 778 10.505 I 28.8 I C 1 503 ft1 i LT 112/1 10.318 10.093 1 1 1 124 I 117 10.713 I 75.4 I E 1 221 ft1 Palamanui Development 11/23/04 PM Peak Hour of Traffic 13:38:01 Future Year 2014 With Phase I, II, 6 III Project Traffic with SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for int # 0 - Palani Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB ES SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIKEVOLUMES 0 0 0 O PARKINGSIDES NONE NONE NONE NONE PARRVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 O RIGHTTURNONREDS 0 0 0 O UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 345 105 30 1430 165 0 305 340 0 1615 175 ~ WIDTHS 0.0 12.0 12.0 12.0 24.0 12.0 0.0 12.0 24.0 0.0 24.0 12.0 LANES 0 1 1 1 2 1 0 1 2 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YE3 YES YES YES YES ' REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ' STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATZONFLOWS 0 1863 1770 1583 3539 1770 0 1863 3433 0 3539 1770 Phasing Parameters SEQUENCES 65 66 56 55 55 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 60 PEDTIME 0.0 0 GREENTIMES 9.00 1.00 26.00 14.00 0.00 65.00 YELLOWTIMES 5.00 5.00 5.00 5.00 0.00 5.00 CAITICALS 3 9 2 12 0 11 EXCESS 0 Palamanui Development 11/23/04 PM Peak Hour of Traffic 13:37:32 Future Year 2014 With Phase i, II, 6 IZI Project Traffic with SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Palani Rd/Queen Raahumanu Hwy Degree of Saturation (v/c) 1.02 Vehicle Delay 86.8 Level of Service F Sq 65 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 9 1 Phase 5 1 Phase 6 1 j * ++++I I * I I ++++j ++++j I I I I v 1 ++++I ++++I I I I I I I**** ~ i v I I North i I + I + I I I****> I I I + 1 I + I I I I I + 1 I + I I I I I G/C=0.064 I G/C=0.007 I G/C=0.186 I G/C=0.100 I G/C=0.000 I G/C=0.464 I I G= 9.0" I G= 1.0" I G= 26.0" I G= 14.0" I G= 0.0" I G= 65.0" 1 I Y+R= 5.0" 1 Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 0.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=10.0$ I OFF=14.3$ I OFF=36.4$ I OFF=50.0$ I OFF=50.0$ I C=140 sec G=115.0 sec = 82.1$ Y=25.0 sec = 17.9$ Ped= 0.0 aec = 0.0$ I Lane (Width/I 4/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanes) Reqd Uaed 1 @C (vph) @E IVolumel v/c I Delay I S (Model 11 WB Approach 142.0 F I TH 112/1 10.378 10.186 I 1 1 310 I 383 11.307 1 137.4 I*F 1871 ftl I LT 112/1 10.318 10.064 i 1 1 79 I 117 11.026 1157.0 I*F 1283 ftl EB Approach 90.3 F 1 TH 1 12/1 10.366 10.229 I 1 1 397 1 339 10.796 1 61.0 I E+I 575 ftl 1 LT 124/2 10.335 10.107 1 1 1 318 I 378 11.027 1 116.6 I*F 1445 ftl NB Approach 59.8 E+ 1 RT 112/1 10.301 10.564 I 774 I 893 I 33 10.037 1 13.6 1 B+I 27 ftl I TH 124/2 10.514 10.464 11319 11643 11589 10.967 1 51.6 I D 11448 ftl 1 LT 112/1 10.333 10.100 1 1 1 137 1 183 11.034 1139.8 I F 1 424 ft1 SB Approach 96.0 F I TH 1 24/2 10.556 10.464 11319 11643 ( 1794 11.092 I 89.3 I*F 11906 ftl I LT 112/1 (0.336 10.100 i 1 1 137 1 194 11.096 1158.7 I*F 1476 ftl Palamanui Development 11/23/04 AM Peak Hour of Traffic 13:07:13 Future Year 2014 With Phase i, ZI, S III Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Kaiminani Dr/Queen Kaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIKEVOLUMES 0 0 0 O PARKINGSIDES NONE NONE NONE NONE PARICVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 O RIGHTTURNONREDS 0 0 0 O UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TB LT RT TB LT RT TB LT RT TH LT VOLUMES 195 0 330 130 1505 0 0 0 0 0 825 35 WIDTHS 12.0 0.0 12.0 12.0 24.0 0.0 0.0 0.0 0.0 0.0 24.0 12.0 LANES 1 0 1 1 2 0 0 0 0 0 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOW3 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.b0 SATURATIONFLOW3 0 0 1770 1583 3539 0 0 0 0 0 3539 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 38.00 18.00 69.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 E%CESS 0 Palamanui Development 11/23/04, AM Peak Hour of Traffic 13:07:03 Future Year 2014 With Phase i, II, fi III Project Traffic SIGNAL2000/TEAPACIVer 1.11.00] - Capacity Analysis Summary intersection Averages for Int # 0 - Kaiminani Dr/Queen Kashumanu H Degree of Saturation (v/c) 0.72 Vehicle Delay 35.6 Level of Service D+ Sq 13 I Phase 1 1 Phase 2 1 Phase 3 1 1 * I I I 1 * ++++1 1 ++++1 I I I I I I I I**** I I North I 1++++> 1++++> I 1 I I I I I I I I 1 G/C=0.271 I G/C=0.129 I G/C=0.493 I I G= 38.0" I G= 18.0" I G= 69.0" I i Y+R= 5.0" 1 Y+R= 5.0" I Y+R= 5.0" i I OFF= 0.0$ I OFF=30.7$ I OFF=47.1$ I C=140 sec G=125.0 aec = B9.3$ Y=15.0 sec = 10.7$ Ped= 0.0 sec = 0.0$ 1 Lane (Width/1 4/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanes) Reqd Used I @C (vph) @E IVolumel v/c i Delay I S (Model 11 WB Approach 54.1 D I LT 112/1 10.379 10.271 1 1 1 459 I 367 10.765 I 54.1 1*D 1596 ft1 NB Approach 43.8 D+ I RT 112/1 10.329 10.800 1 1249 11267 1 144 10.114 1 3.1 I A 1 61 ftl 1 TH 124/2 10.531 10.493 11477 1 1744 1 1672 10.959 1 47.3 I*D 11469 ft1 SB Approach 13.0 B+ 1 TH 124/2 10.401 10.657 1 2255 1 2326 I 917 10.394 I 11.2 I H+1 390 ftl 1 LT 112/1 10.301 10.129 1 1 1 187 I 39 10.171 I 54.7 1*D 1 64 ftl Palamanui Development 11/23/04 PM Peak Hour of Traffic 13=09:17 Future Year 2014 With Phase i, II, b III Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00 - Summary of Parameter Values Intersection Parameters for Int # 0 - Kaiminani Dr/Queen ICaahumanu H METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIKEVOLUMES 0 0 0 O PARRINGSIDES NONE NONE NONE NONE PARRVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 O RIGHTTURNONREDS 0 0 0 O UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 50 0 235 325 1345 0 0 0 0 0 1900 295 WIDTHS 0.0 0.0 12.0 12.0 24.0 0.0 0.0 0.0 0.0 0.0 24.0 12.0 LANES 0 0 1 1 2 0 0 0 0 0 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCr.Faua~aCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 O 0 INZTIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 1770 1583 3539 0 0 0 0 0 3539 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 27.00 33.00 65.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 11 /23/04 PM Peak Hour of Traffic 13:09:05 Future Year 2014 With Phase I, II, 6 IiI Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Znt # 0 - Kaiminani Dr/Queen Kaahumanu H Degree of Saturation (v/c) 0.80 Vehicle Delay 29.2 Level of Service C Sq 13 I Phase 1 1 Phase 2 1 Phase 3 1 I * I I I 1 * ++++1 1 ++++1 I I I I I I I I**:* I I North 1 I++++> 1++++> I 1 I I I I I I I I I G/C=0.193 I G/C=0.236 I G/C=0.464 1 I G= 27.0" I G= 33.0" I G= 65.0" I I Y+R= 5.0" 1 Y+R= 5.0" I Y+R= 5.0" I 1 OFF= 0.0$ I OFF=22.9$ I OFF=50.0$ i C=140 aec G=125.0 sec = 89.3$ Y=15.0 sec = 10.7$ Ped= 0.0 aec = 0.0$ Lane IWidth/1 g/C I Service Rate1 Adj I I HCM ( L I Queue 1 I Group I Laneal Reqd Used I @C (vph) @E 1Volumel v/c I Delay I S 1Mode1 11 WB Approach 63.5 E+ I LT 112/1 10.351 10.193 1 1 I 306 1 261 10.765 1 63.5 I*E+1 453 fti NB Approach 36.1 D+ 1 RT 112/1 10.391 10.693 11038 11097 1 361 10.329 1 8.7 1 A 1 2 60 ft1 I TH 124/2 10.496 10.464 11319 11643 11494 10.909 1 42.7 1*D+11257 ft1 SB Approach 20.3 C+ 1 TH 124/2 10.625 10.736 1 2594 1 2604 12111 10.811 1 14.2 1 8+11213 ft1 1 LT 112/1 10.368 10.236 I 1 I 389 I 328 10.787 1 59.8 1*E+1 554 ft1 Palamanui Development 11/23/04 AM Peak Hour of Traffic 13-01.47 Future Year 2014 With Phase I, II, & III Project Traffic . SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kashumanu Hoay METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIREVOLUMES 0 0 0 O PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 O RIGHTTURNONREDS 0 0 0 O UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 1340 275 90 0 85 115 715 0 WIDTHS 0.0 0.0 0.0 0.0 24.0 12.0 12,0 0.0 12.0 12.0 24.0 0.0 LANES 0 0 0 0 2 1 1 0 1 1 2 0 GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YE3 YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MZNIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 SDEALSATFLOW3 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOW3 0 0 0 0 3539 1770 0 0 1770 1583 3539 0 phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 70 PEDTIME 0.0 0 GREENTIMES 9.00 21.00 25.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 EXCESS 0 Palamanui Development 11 /23/04 AM Peak Hour of Traffic 12:59:14 Future Year 2014 With Phase i, II, S III Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for int # 0 - Airport Rd/Queen ICaahumanu Hwy Degree of Saturation (v/c) 0.57 Vehicle Delay 11.8 Level of Service H+ Sq 12 I Phase 1 1 Phase 2 1 Phase 3 1 I I I I I I I I /I\ I I <++++1 <++++1 I I I ****I i I I I v I I North I I I****> I I 1++++ * I I++++ I I v* I I w I I G/C=0.129 I G/C=0.300 1 G/C=0.357 I 1 G= 9.0" I G= 21.0" I G= 25.0" I I Y+R= 5.0" 1 Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=20.0$ I OFF=57.1$ 1 C= 70 sec G= 55.0 sec = 78.6$ Y=15.0 aec = 21.4$ Ped= 0.0 sec = 0.0$ I Lane (Width/I 4/C I Service Ratel Adj I I HCM ( L 1 Queue I I Group I Laneal Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 EB Approach 29.3 C 1 LT 112/1 (0.094 10.129 I 147 1 221 I 94 10.412 I 29.3 I*C I 83 ft? NB Approach 7.8 A 1 TH 124/2 10.435 10.729 12579 12579 11489 10.577 1 4.8 I A 1342 ftl I LT 1 12/1 10.223 10.300 I 450 I 531 I 306 10.576 I 22.3 I*C+1 240 ftl SB Approach 18.0 8 1 RT 112/1 10.129 10.557 I 843 I 882 I 128 10.145 I 7.5 I A I 58 ftl TH 124/2 10.255 10.357 1 1186 1 1264 1 794 10.628 1 19.7 1*8 1318 ftl Palamanui Development 11/23/04 PM Peak Hour of Traffic 13:04:52 Future Year 2014 With Phase I, ZI, 6 III Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen ICaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIREVOLUMES 0 0 0 O PARRINGSIDES NONE NONE NONE NONE PARRVOLUMES 2 0 20 20 2 0 BUSVOLUMES 0 0 0 O RIGHTTVRNONREDS 0 0 0 O UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 0 0 0 0 1255 135 255 0 155 120 1975 0 WIDTHS 0.0 0.0 0.0 0.0 24.0 12.0 12.0 0.0 12.0 12.0 24.0 0.0 I,ANgg 0 0 0 0 2 1 1 0 1 1 2 0 GROUPTYPES NORM NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YE3 YES YES YES YES YES YES YES REQCLEARANCES 5:0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 0 0 0 3539 1770 0 0 1770 1583 3539 0 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 19.00 17.00 89.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 9 6 11 ERCESS 0 Palamanui Development 11/23/04 PM Peak Hour of Traffic 13:04:38 Future Year 2014 With Phase I, II, 6 iII Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Raahumanu Hwy Degree of Saturation (v/c) 0.76 Vehicle Delay 27.9 Level of Service C Sq 12 I Phase 1 1 Phase 2 1 Phase 3 1 I 1 I I I I I i /I\ I I <++++1 <++++1 i I I ****I I I I I v I I North 1 I I****> I i 1++++ + I 1++++ 1 I v* 1 I v I I G/C=0.136 I G/C=0.121 I G/C=0.636 I I G= 19.0" I G= 17.0" I G= 89.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=17.1$ I OFF=32.9$ I C=140 sec G=125.0 sec = 89.3$ Y=15.0 sec = 10.7$ Ped= 0.0 sec = 0.08 I Lane IWidth/I 4/C I Service Ratel Adj 1 I HCM I L I Queue 1 I Group ( Lanesi Reqd Uaed I @C (vph) @E IVolumel v/c 1 Delay I S 1Mode1 11 EB Approach 67.8 E 1 LT 1 12/1 10.331 10.136 1 1 1 200 1 172 10.717 1 67.8 I*E 1309 ftl NB Approach 11.3 B+ 1 TH 124/2 10.478 10.793 12806 12806 11394 10.497 1 5.1 1 A 1 449 ftl 1 LT 112/1 10.326 10.121 I 1 1 174 I 150 10.698 I 68.6 1*E ( 272 ftl SB Approach 36.0 D+ I RT 112/1 10.326 10.807 1 1263 11278 I 133 10.104 I 2.9 I A 1 54 ft1 1 TH 1 24/2 10.643 10.636 12161 1 2250 1 2194 10.975 I 38.0 I*D+11926 ft1 Palamanui Development 11/23/04 AM Peak Hour of Traffic 13:57:13 Future Year 2014 With Phase I, II, b III Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Project Access/Queen Kaahumanu METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB ES SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIKEVOLUMES 0 0 0 O PARKINGSIDES NONE NONE NONE NONE PARRVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 O RIGHTTURNONREDS 0 0 0 O UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 175 0 205 525 910 0 0 0 0 0 625 325 WIDTHS 12.0 0.0 24.0 12.0 24.0 0.0 0.0 0.0 0.0 0.0 24.0 12.0 LANES 1 0 2 1 2 0 0 0 0 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YE3 YES YES YES YES YES YES YES YES YES ` REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~ ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 1583 0 3433 1583 3539 0 0 0 0 0 3539 1770 Phasing Parameters SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 70 PEDTIME 0.0 0 GREENTIMES B.00 21.00 26.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 EXCESS 0 Palamanui Development 11/23/04 AM Peak Hour of Traffic 13:57:01 Future Year 2014 With Phase I, II, s III Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Project Access/Queen Kaahumanu Degree of Saturation (v/c) 0.58 Vehicle Delay 16.4 Level of Service B Sq 13 I Phase 1 1 Phase 2 1 Phase 3 1 1 + * i + I I 1 + * ++++1 + 1 ++++1 I I I I I I I I**** I 1 North I 1++++> 1++++> I I I I I I I I I I I G/C=0.114 I G/C=0.300 I G/C=0.371 I I G= 8.0" I G= 21.0" I G= 26.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=18.6$ I OFF=55.7$ I C= 70 sec G= 55.0 sec = 78.6$ Y=15.0 aec = 21.4$ Ped= 0.0 aec = 0.0$ I Lane IWidth/1 B/C I Service Ratei Adj ( I HCM I L I Queue I I Group I Lanesl Reqd Used 1 @C (vph) @E IVolume) v/c I Delay I S 1Mode1 11 WB Approach 22.0 C+ I RT 112/1 10.175 10.486 1 717 1 769 I 194 10.252 I 10.7 1 8+1 106 ft1 I LT 1 24/2 10.100 10.114 I 272 I 392 I 228 10.582 1 31.6 1*C 1 110 ft1 NB Approach 18.7 8 1 RT 112/1 10.409 10.557 1 843 I 882 I 583 10.661 1 12.7 1 B+1 376 ftl 1 TH 124/2 10.312 10.371 1 1242 ( 1315 11011 10.769 1 22.2 1*C+1 438 ft1 SB Approach 10.5 B+ I TH 1 24/2 10.229 10.743 1 2629 12629 I 694 10.264 I 2.9 I A 1 112 ftl 1 LT 112/1 10.253 10.300 I 450 I 531 1 361 10.680 1 25.1 1*C+1 298 ft1 Palamanui Developmenet 11/23/04 PM Peak Hour of Traffic 13:59:15 Future Year 2014 With Phase I, I2, & III Project Traffic SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Project Access/Queen Raahumanu METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 O BIREVOLUMES 0 0 0 O PARRINGSIDES NONE NONE NONE NONE PARICVOLUMES 20 20 20 20 BUSVOLiIMES 0 0 0 O RIGHTTURNONREDS 0 0 0 O UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 505 0 695 600 765 0 0 0 0 0 1400 410 WIDTHS 12.0 0.0 24.0 12.0 24.0 0.0 0.0 0.0 0.0 0.0 24.0 12.0 LANES 1 0 2 1 2 0 0 0 0 0 2 1 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 p,RRIVALTYPE3 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES ' REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 O 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 1583 0 3433 1583 3539 0 0 0 0 0 3539 1770 Phasing Paramet®rs SEQUENCES 13 13 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 39.00 45.00 41.00 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 12 5 E7CCESS U Palamanui Developmenet 11 /23/04 PM Peak Hour of Traffic 13:59:04 Future Year 2014 With Phase I, II, & III Project Traffic SIGNAL2000/TEAPAC[Vez 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Project Access/Queen Raahumanu Degree of Saturation (v/c) 0.72 Vehicle Delay 31.9 Level of Service C Sq 13 I Phase 1 1 Phase 2 1 Phase 3 1 1 + * 1 + I I 1 + * ++++1 + 1 ++++I I I I I I I I i**** I I North 1 1++++> 1++++> 1 i I I I I I I I I I G/C=0.279 I G/C=0.321 ? G/C=0.293 I I G= 39.0" I G= 45.0" I G= 41.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=31.4$ I OFF=67.1$ I C=140 sec G=125.0 sec = 89.3$ Y=15.0 sec = 10.7$ Ped= 0.0 sec = 0.0$ I Lane (Width/1 g/C I Service Ratel Adj I I 8CM 1 L 1 Queue 1 I Group I Lanesl Reqd Used I @C (vph) @E 1Volumel v/c ( Delay I S (Model 11 WB Approach 36.6 D+ I RT 112/1 10.469 10.636 I 923 11007 I 561 10.557 1 15.1 I B 1545 ftl 1 LT 1 24/2 10.384 10.279 I 1 1 956 1 772 10.808 I 52.2 1*D 1658 ftl NB Approach 36.0 D+ 1 RT 112/1 10.515 10.607 1 864 1 961 1 667 10.694 1 20.9 I C+1 7 65 ftl I T8 124/2 10.391 10.293 I 1 1 1036 I 850 10.820 1 51.4 1*D 1732 ft1 SB Approach 24.1 C+ 1 T8 124/2 10.508 10.650 1 2223 12300 1 1556 10.677 1 16.1 I B 1851 ft1 I LT 112/1 10.407 10.321 1 131 1 559 1 456 10.601 1 51.5 I*D 1 727 ft1 CHAPTER 17 -TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET j ~ Analysis Summary Generallnformat/on Site-Jnformatlon - j prralysl NK/KC JurisdiaiorJDate KONA 11/23l200~1 ' j pg~yaC~~ny ATA MajarStree, KAIMINANIDRIVE j Malysis Periodlyear AM PEAK 2014 Minor MAIN STREET Future Year 2014 w Proied 1 !opal Data.. - - _ j Lane Conpguralion , WB EB SB NB j Lane, (aab) TR LT LR ~ Lane 2 ' Lille 3 ~ j I Lane 4 - ~ Lane S ! WB EB SB NB i MovenKrll , an s mo 31Rn + an s mn a stn 7 an a gam ,o an „ t,ro ,z 1~,) j VoWrne (vehM) 440 20 55 110 5 85 ! PHF 0.90 0.90 0.90 0.90 0.90 0.90 ~ Percem d ~'y vehioks, HV 3 3 3 3 3 3 ~ Flow rare 489 22 61 122 6 94 I Flare storage u a vehs) o ~ Median storage (t d vehs) Siglral upstream of Movemere 2 fi Moaemerlt 5 p LargM d swdy peridl Ih) 0.25 Output Data .Lane Movrmert Flwv hale Capaedy v/c Qrrare Lengal Control Delay Los Apprwdl (velJh IveMl Iveh) Is) Deb arx, Los ~ 1 LR 100 549 0.182 1 j 13.0 B 13.0 jSB 2 ~ j 3 ~ j B I i t INB p I i I 3 I I vvB O i EB (J 61 1049 0.058 0 j 8.6 A HICAPTa'2.0.0.1 PROJECT -MAIN STREET/KAIMINANI DRIVE OCatalina Engineering, Inc. ~ of 1 CHAPTER 17 - TWSC - UNSIGNALIZED INTERSECTIONS WORKSHEET i ~ Analysis Summary ~ GeneFallnformaNon SiteInlonnatlon n~yg NK/KC luisdiaiottlDate KONA 11/23/2004 I ngertryorCarywry ATA MajarStreet KAIMINANIDRIVE MAIN STREET i Ma s PeriodlYw PM PEAK 2014 Minor Street i Comnwrtl Future Year 2014 w Protect Input Dafa ~ Lane Catfigtretion WB EB SB NB ' lane 1(curb) TR LT LR Care 2 Lane 3 Lane 4 Lane 5 I WB EB SB NB i Morertwd 1 (LT) 2 (T}p 3 iRA 4 (L7) S (TH) 6 (RT) 7 (LT) 811F1) 9 (Rp 10 (L7) 11 RH) 12 (ltn ~ vdume(,renm) 160 15 90 530 85 125 pHF 0.90 0.90 0.90 0.90 0.90 0.90 percaa of ~'Y ~ 3 3 3 3 3 3 Flow roe 178 17 100 589 94 139 Floe storage d reps) 0 Median storage 11 d vans) i sigrel upstrwm d MwareM 2 n Moremau s n La,gn, d sa,dl, period (h) 0.25 our~ur Cara ~ ...Care Movement Flow Rate Cgtaciry v/c Queue Length corod Delay LOS ~ Ilpproech veMt) (veh) (s De and LOS I 1 LR 233 441 0.528 3 i 21.9 C 219 SB 2 I C 3 ~ I i NB y ' 3 i vv6 O EB Cj I 100 1373 0.073 0 7.8 A HICAP^a2.0.0.1 PROJECT -MAIN STREET/KAIMINANI DRIVE oCatalina Engineering, Inc. 1 d 1 ATA u CIV L ENOINf[PE • 911 R1V EYO p•N E. APPENDIX C LEVEL OF SERVICE CALCULATIONS • Year 2008 with Project-Generated Traffic and Airport Access Road Alternative Palamanui Development 12/03/04 AM Peak Hour of Traffic 11:26:19 Future Year 2008 - with access across Airport SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUBUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARICVOLUMES 2 0 2 0 2 0 2 0 BUSVOLUMES 0 0 0 0 RIGHTTIIRNONREDS 0 0 0 0 IIPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABHLS RT TH LT RT TH LT RT TH LT RT TH LT VOLtTMES 100 10 125 275 660 275 90 5 55 SO 420 153 WIDTHS 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 LAp7gg 1 1 1 1 1 1 1 1 1 1 1 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRIICRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YSS YE3 REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUSUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 1404 1583 1863 1770 0 1863 1398 1583 1863 721 Phasing Parameters SEQUENCES 12 12 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 10 PEDTIMB 0.0 0 GREENTIMES 9.74 15.25 30.01 YELLOWTIMES 5.00 5.00 5.00 CRITICALS 3 6 12 8XCE55 0 Palamanui Development 12/03/04 AM Peak Hour of Traffic 11:31:40 Future Year 2008 - with access across Airport SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.54 Vehicle Delay 15.6 Level of Service B Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 + * I A V I ****I ~ A I V I**** North ~ + + + I++++ + + ' + v G/C=0.143 ~ G/C=0.214 G/C=0.429 G= 10.0" G= 15.0" G= 30.0" Y+R= 5.0" Y+R= 5.0" Y+R= 5.0" OFF= 0.0$ ~ OFF=21.49s OFF=50.0 C= 70 sec G= 55.0 sec 78.65k Y=15.0 sec = 21.4 Ped= 0.0 sec = 0.0$ Lane Width/~ g/C Service Rate Adj ~ ~ HCM ~ L ~ Queue Group ~ Lanes Regd Used , @C (vph) ~E ~Volume~ v/c ~ Delay ~ S Model 1~ WB Approach 37.4 D+ TH ~ 12/1 0.029 0.143 ~ 160 262 ~ 11 0.041 ~ 25.9 C+~ 9 ft LT ~ 12/1 10.151 0.143 ~ 129 I 192 ~ 139 0.692 ~ 36.3 *D+~ 134 ftl EB Approach 27.6 C TH 12/1 0.023 0.143 180 262 ~ 6 0.023 ~ 25.8 ~ C+~ 5 ft~ LT 12/1 0.083 0.143 128 191 ~ 61 0.305 ~ 27.8 ~ C ~ 52 ft~ NB Approach 12.4 B+ RT ~ 12/1 0.295 0.714 ~ 1124 ~ 1131 ~ 306 0.271 3.7 ~ A ~ 104 ft~ TH ~ 12/1 0.427 0.714 ~ 1331 ~ 1331 ~ 733 0.551 5.2 ~ A ~ 320 ft~ LT ~ 12/1 (0.223 0.214 ~ 291 ~ 379 ~ 306 0.807 ~ 38.3 ~*D+I 293 ft~ SB Approach 16.0 B RT 12/1 0.099 0.429 ~ 618 679 ~ 89 0.131 ~ 12.2 ~ B+ 50 ft~ TH 12/1 0.296 0.429 736 798 ~ 467 0.565 ~ 16.4 ~ 8 1324 ft~ LT ~ 12/1 0.313 10.429 257 ~ 309 ~ 170 0.550 ~ 17.1 ~*8 ~ 125 ft~ Palamanui Development 12/03/04 PM Peak Hour of Traffic 11:37:19 Future Year 2008 - with access across Airport SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Raahumanu Hwy METROAREA NONCBD ~ SIMULATION PERIOD 15 L8V8LOFSERVZCE C S NODELOCATION 0 0 QIIBUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 P8DL8V8LS 0 0 0 0 BIKSVOLUMBS 0 0 0 0 • PARKINGSID83 NONE NONE NONE NONE PARRVOLUMBS 20 20 20 20 BUSVOLUMES 0 0 0 0 ' RIGHTTURNONREDS 0 0 0 0 UPSTRBAMhC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 230 10 235 295 515 135 255 5 95 60 1030 195 WIDTHS 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12,0 LAN85 1 1 1 1 1 1 1 1 1 1 1 1 GROUPTYP85 FFLW NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPBRCSNTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTIIATIONS YSS Y8S YES YES YHS YES YES YSS YES YES YSS YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUBUS 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 - SATURATIONFLOWS 1583 1863 1404 1583 1863 1770 0 1863 1398 1583 1863 528 Phasing Parameters SSQUHNCES 12 12 PERMISSIVES NO NO NO NO LSADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 10 PBDTIME 0.0 0 GREBNTIMBS 24.00 10.00 91.00 YSLLOWTIMES 5.00 5.00 5.00 CRITICALS 3 6 11 EXCESS 0 Palamanui Development 12/03/04 PM Peak Hour of Traffic 11:41:01 Future Year 2008 - with access across Airport SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis SLwm~ary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.72 Vehicle Delay 49.4 Level of Service D Sq 12 ~ Phase 1 ~ Phase 2 ~ Phase 3 --------------------^-----------A---- * ~ I v North ~ + ~ + + ~ + + ~ ~ w G/C=0.214 I G/C=0,107 ~ G/C=0.571 G= 30.0" G= 15.0" ~ G= 80.0" Y+R= 5.0" ~ Y+R= 5.0" ~ Y+R= 5.0" OFF= 0.0$ ~ OFF=25.0$ ~ OFF=39.3 C=140 sec G=125.0 sec = 89.3 Y=15.0 sec = 10.7$ Ped= 0.0 sec = O.O~t Lane Width/~ g/C I Service Ratel Adj ~ ~ HCM I L ~ Queue Group ~ Lanese Reqd Used @C (vph) @E Volume v/c ~ Delay I S Model 1~ WB Approach 74.3 8 _=====c==cc=c====°===sm==s==s=====_______=°===s°=======ss=======sa==ss==v=s==== TH ~ 12/1 0.295 0.214 ~ 1 ~ 367 ~ 11 0.028 ~ 43.5 ~ D+~ 16 ft~ LT ~ 12/1 `0.369 0.214 ~ 1 ~ 269 ~ 261 0.867 ~ 75.6 ~*E ~ 485 ft~ 88 Approach 47.3 D TH ~ 12/1 0.294 0.214 ~ 1 ~ 367 ~ 6 0.015 ~ 43.4 ~ D+~ 9 ft~ LT ~ 12/1 0.323 0.214 ~ 1 ~ 268 ~ 106 0.353 ~ 47.5 ~ D ~ 164 ft~ NB Approach 18.4 B ==s===°=====s======sa=c=vvvc~====scc===°0====ss=====~_=====s==========a=====s== RT ~ 12/1 0.380 0.714 ' 1080 1131 ~ 328 0.290 ~ 7.4 A ~ 216 ft~ TH ~ 12/1 0.436 0.714 ~ 1283 1331 572 +0.430 ~ 8.5 A ~ 414 ft~ LT ~ 12/1 0.326 0.107 ~ 1 ~ 149 I 150 0.789 ~ 80.7 *F ~ 287 ft~ SB Approach 67.6 S ~~~~~-----==acc~===ss=ss=ssccc==s==s=svsssss==s =cs=ss=ssss==.v...c RT ~ 12/1 0.309 0.571 ~ 790 ~ 905 67 0.074 13.5 B+~ 55 ft~ TH ~ 12/1 0.655 0.571 ~ 941 ~ 1064 ~ 1144 1.075 I 80.2 *F 2227 ft~ LT ~ 12/1 0.420 0.571 ~ 392 ~ 478 217 0.454 ~ 18.0 ~ B ~ 231 ft~ civu c .uns • ns APPENDIX C LEVEL OF SERVICE CALCULATIONS • Year 2011 with Project-Generated Traffic and Airport Access Road Alternative Palamanui Development 11/29/04 AM Peak Hour of Traffic 10:59:12 Future Year 2011 - with access across Airport SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICB C S ' NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters ' APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 ' SIKEVOLUMES 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARRVOLUMES 20 20 20 20 BIISVOLUMES 0 0 0 0 RIGHTTURNONRSDS 0 0 0 0 IIPSTREAMVC 0.00 0.00 0.00 0.00 i Movement Parameters 1 MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 155 35 150 450 750 275 90 5 50 80 475 260 WIDTHS 12.0 12.0 24.0 12.0 24.0 12.0 12.0 12.0 12.0 12.0 24.0 12.0 I I,p,Ngg 1 1 2 1 2 1 1 1 1 1 2 1 i GROUPTYPES FFLW NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 r TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ' ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YSS YES YSS YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ! MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTIIPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGB 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQIIEUS 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 3433 1583 3539 1770 0 1863 1770 1583 3539 1770 Phasing Parameters SEQUENCES 46 46 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 70 140 10 PEDTIME 0.0 0 GREENTIMES 6.00 6.00 17.00 0.00 21.00 ~ YELLOWTIMES 5.00 5.00 5.00 0.00 5.00 CRITICALS 3 2 6 0 5 EXCESS 0 Palamanui Development 11/29/04 AM Peak Hour of Traffic 10:58:48 Future Year 2011 - with access across Airport SIGNAL2000/TBAPAC(Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Raahumanu Hwy Degree of Saturation (v/c) 0.64 Vehicle Delay 24.4 Level of Service C+ Sq 46 ~ Phase 1 ~ Phase 2 ~ Phase 3 ~ Phase 4 ~ Phase 5 ~ ~ * ~ I <****I v **•*I North ~ + ~ v + ~ + G/C=0.086 ~ G/C=0.086 G/C=0.243 ~ G/C=0.000 ~ G/C=0.300 ` G= 6.0" ~ G= 6.0" I G= 17.0" I G= 0.0" ~ G= 21.0" Y+R= 5.0° I Y+R= 5.0" Y+R= 5.0• Y+R= 0.0" ~ Y+R= 5.0" OFF= 0.0`k ~ OFF=15.7 ~ OFF=31.4$ ~ OFF=62.9 ~ OFF=62.9`k C= 70 sec G= 50.0 sec = 71.4$ Y=20.0 sec 28.6=k Ped= 0.0 sec = 0.0~ -----'-------'-'---------------------------------------------H~ ---L---------- Lane Width/~ g/C ~ Service Rate Adj ~ ~ Queue Group Lanes Reqd IIaed ~ ~C (vph) CAS ~Volume~ v/c I Delay I S Model 1~ WB Approach 32.8 C _____________________sc========c====cc===ss=====___°______=====xs===c=_________ TH ~ 12/1 0.051 0.086 90 ~ 148 39 0.244 ~ 30.7 ~*C ~ 35 ft LT ~ 24/2 0.080 0.086 I 184 ~ 290 I 167 0.568 ~ 33.3 ~*C ~ 83 ft BB Approach 31.5 C ___=====s===s=====°°___°==°=a°°====c°==°==°cs=°===c=====______°__=====s=====_°_ TH ~ 12/1 0.023 0.086 90 148 6 0.038 29.4 C 5 ft LT ~ 12/1 0.064 0.086 84 139 ~ 56 0.368 ~ 31.7 ~ C ~ 51 ft NB Approach 24.4 C+ ________==°==s=======c==°=====cs====_===°s======~===ccs~_=sca~~====°:sa======s= RT ~ 12/1 0.361 0.457 ~ 667 ~ 724 ~ 500 0.691 ~ 17.9 ~ 8 ~ 368 ft~ TH ~ 24/2 0.265 `0.300 ~ 966 ~ 1062 ~ 833 0.784 26.4 ~*C+~ 385 ft LT ~ 12/1 0.223 0.243 ~ 343 ~ 430 ~ 306 0.712 29.7 ~*C ~ 269 ftl SB Approach 22.0 C+ ___°__=====x==°====:=a==______________________________________________________ RT ~ 12/1 0.099 0.457 ~ 667 ~ 724 ~ 89 0.123 ~ 11.0 8+~ 48 ft TH ~ 24/2 0.184 0.300 966 1062 ~ 528 0.497 20.5 C+~ 210 ft LT ~ 12/1 0.213 0.243 I 343 430 ~ 289 0.672 I 28.1 ` C ~ 249 ft Palamanui Development 11/29/04 PM Peak Hour of Traffic 10:56:07 Future Year 2011 - with access across Airport SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy MHTROARHA NONCBD SIMULATION PERIOD 15 LHVELOFSERVICB C S NODHLOCATION 0 0 QUHUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB HB SS GRADES 0.0 0.0 0.0 0.0 PHDLEVELS 0 0 0 0 BIKEVOLUMHS 0 0 0 0 PARRINGSIDHS NONE NONB NONE NONH ' PARRVOLUMES 20 20 20 20 BUSVOLiTN+TdS 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTRHAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT ~ VOLUMES 400 40 485 440 590 135 255 60 95 60 1175 335 WIDTHS 12.0 12.0 24.0 12.0 24.0 12.0 12.0 12.0 12.0 12.0 24.0 12.0 ' LANHS 1 1 2 1 2 1 1 1 1 1 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRIICKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ' ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YHS YHS YBS Y8S YES YES YHS YES YES YHS YHS RHQCLHARANCHS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 BNDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUB 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 3433 1583 3539 1770 0 1863 1770 1583 3539 1770 Phasing Parameters SEQUENCHS 46 46 PERMISSIVHS NO NO NO NO LEADLAGS NONE NONE OVHRLAPS YHS YES YES YES OFFSHT 0.00 1 CYCLES 70 140 10 PEDTIMB 0.0 0 GREENTIMES 12.00 4.00 8.00 4.00 17.00 YELLOWTIMES 5.00 5.00 5.00 5.00 5.00 CRITICALS 3 2 6 12 11 EXCESS 0 Palamanui Development 11/29/04 PM Peak Hour of Traffic 10:55:55 Future Year 2011 - with access across Airport SIGNAL2000/TBAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.83 Vehicle Delay 37.0 Level of Service D+ Sq 46 ~ Phase 1 ~ Phase 2 ~ Phase 3 ~ Phase 4 ~ Phase 5 ~ * ~ * ~ ~ ~ ~ v ~ ~ North I ~ + ~ v+ ~ + ~ ~ v v G/C=0.171 ~ G/C=0.057 ~ G/C=0.114 G/C=0.057 ~ G/C=0.243 G= 12.0° ( G= 4.0" ~ G= 8.0• G= 4.0" ~ G= 17.0" Y+R= 5.0" I Y+Ra 5.0" Y+Rm 5.0" Y+R= 5.0" I Y+R= 5.0" OFF= 0.0$ ~ OFF=24.3 I OFF=37.1 OFF=55.7 ~ OFF=68.6 C= 70 sec G= 45.0 sac = 64.3 Y=25.0 sec = 35.7$ Ped= 0.0 sec = O.OAs Lane Width/ g/C Service Rate Adj ~ ~ HCM ~ L ~ Queue Group Lanesl Regd Dsed I C9C (vph) @8 ~Volume~ v/c ~ Delay ~ S ~MOdel 1~ WB Approach 46.6 D __________C__________ ___S__ 6 S C TH 12/1 0.054 0.057 ~ 49 92 44 0.415 34.5 ~*C ~ 42 ft~ LT 124/2 10.192 0.171 ~ 466 I 569 I 539 10.915 I 47.6 ~*D ~ 308 ft~ BB Approach 33.1 C __S___ _ S C -_-TH ~ 12/1 0.070 0.057 ~ 49 ~ 92 ~ 67 0.632 ~ 43.9 ~ D+~ 68 ft~ LT ~ 12/1 0.102 0.171 ~ 216 ~ 303 ~ 106 0.350 ~ 26.3 ~ C+~ 88 ft~ NB Approach 25.3 C+ RT 12/1 0.355 0.486 ~ 717 ~ 769 489 0.636 ~ 15.1 ~ B 335 ft~ TH ' 24/2 0.219 0.243 ~ 748 ~ 860 ~ 656 `0.763 28.7 ~ C 311 ft~ LT ~ 12/1 (0.131 0.114 ~ 125 ~ 192 ~ 150 0.743 ` 43.8 ~*D+ 150 ft~ SB Approach 42.9 D+ =~=s....=c===case=s===a===a=e===ee=es====.=.==o~=~a~~~s~~~~~m=======c===- RT 12/1 0.0800.614 946 ~ 973 ~ 67 0.069 ~ 5.5 ~ A ~ 26 ft TH 24/2 0.388 0.371 1242 1315 1306 0.993 ~ 45.0 ~*D ~ 762 ftI LT ~ 12/1 0.259 0.243 ~ 343 430 ~ 372 0.865 ~ 42.0 ~*D+~ 368 ft ATA •u CIVIL EM BYINFCIIi i61111FI~V EYON6NF APPENDIX C LEVEL OF SERVICE CALCULATIONS • Year 2014 with Project-Generated TrafFic and Airport Access Road Alternative Palamanui Development 11/23/04 PM Peak Hour of Traffic 14:51:35 Future Year 2014 - with access across Airport SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for Int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.82 Vehicle Delay 51.2 Level of Service D ~ Sq 56 ( Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 1 + 1 I + I I I I I + ++++1 + * ++++1 + I I I ++++1 I I I v I v I i ^ I I I I I I 1++++ v I**** I I North I I I * I I++++> I****> I i I I++++ * I t * i 1++++ J++++ 1 I v* I 1-------* 1-----------I v-------i v I I G/C=0.093 I G/C=0.107 I G/C=0.057 I G/C=0.121 I G/C=0.143 I G/C=0.264 I I G= 13.0" I G= 15.0" I G= 8.0" I G= 17.0" I G= 20.0" I G= 37.0^ 1 I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" 1 I OFF= 0.0$ I OFF=12.9$ I OFF=27.1$ I OFF=36.4$ I OFF=52.1$ I OFF=70.0$ 1 C=140 sec G=110.0 sec = 78.6$ Y=30.0 aec = 21.4$ Ped= 0.0 sec = 0.0$ i I Lane 1Width/I g/C I Service Ratel Ad] I I HCM I L I Queue I J Group J Laneal Reqd Used I @C (vph) @E IVolumel v/c I Delay I S 1Mode1 11 WB Approach 60.5 E+ 1 I TH 112/1 10.307 10.200 I 1 1 339 I 67 10.180 1 46.7 I D 1101 ftl ~ I LT 124/2 10.374 10.236 I 1 1 794 I 706 10.873 I 61.8 I*E+1 648 ftl EB Approach 72.3 E 1 TH 1 12/1 10.307 10.057 I 1 1 72 I 67 10.632 I 76.2 1*E 1 129 ftl I LT ( 12/1 10.316 10.093 I 1 1 124 I 106 10.646 1 69.8 I*8 1196 ftl NB Approach 44.1 D+ I RT 1 12/1 10.486 10.536 I 713 1 848 I 600 10.708 1 27.0 I C+1 758 ftl I TH 124/2 10.376 10.264 1 1 1 932 I 744 10.796 i 52.8 1 D 1 645 ftl 1 LT 112/1 10.326 10.121 I 1 1 174 I 150 10.698 I 68.6 I*E 1 272 ft1 SB Approach 51.2 D I RT 1 12/1 10.309 10.571 I 790 I 905 I 67 10.074 1 13.5 I B+1 55 ftl TH ? 24/2 10.495 10.443 1 1192 11567 1 1489 10.950 1 50.4 1*~ 11334 fti 1 LT 112/1 10.407 10.300 1 33 I 516 1 456 10.859 1 59.5 I*E+1 768 ftl Palamanui Development 11/23/04 PM Peak Hour of Traffic 14:52:37 Future Year 2014 - with access across Airport SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen Kaahumanu Hwy METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SS GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIKEVOLUMES 0 0 0 0 PAAICINGSIDES NONE NONE NONE NONE PARRVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 505 60 635 540 670 135 255 60 95 60 1340 410 WIDTHS 12.0 12.0 24.0 12.0 24.0 12.0 12.0 12.0 12.0 12.0 24.0 12.0 LANES 1 1 2 1 2 1 1 1 1 1 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEARHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 p,RRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YE3 YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 NSTOPFACTQRS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 3433 1583 3539 1770 0 1863 1770 1563 3539 1770 Phasing Parameters SEQUENCES 56 56 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 13.00 15.00 6.00 17.00 20.00 37.00 YELLOWTIMES 5.00 5.00 5.00 5.00 5.00 5.00 CRITICALS 9 3 8 6 12 11 EXCESS 0 Palamanui Development 11/23/04 AM Peak Hour of Traffic 14:54:16 Future Year 2014 - with access across Airport SIGNAL2000/TEAPAC[Ver 1.11.00] - Capacity Analysis Summary Intersection Averages for int # 0 - Airport Rd/Queen Kaahumanu Hwy Degree of Saturation (v/c) 0.66 Vehicle Delay 45.2 Level of Service D Sq 44 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 I 1 * i i I I * ++++1 * I I ++++1 ' I I 1 v I ++++1 I I I I I**** w I I North 1 I + I i++++> I I I++++ + I + I 1++++ 1 j 1 v+ 1 + I I ~ I I G/C=0.143 I G/C=0.129 ( G/C=0.271 I G/C=0.314 I I G= 20.0" I G= 18.0" I G= 38.0" I G= 44.0" I I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I Y+R= 5.0" I I OFF= 0.0$ I OFF=17.9 I OFE'=34.3$ I OFF=65.0$ I i C=140 aec G=120.0 sec = 85.7$ Y=20.0 sec = 14.3$ Ped= 0.0 sec = 0.0$ ~ I Lane (Width/1 B/C I Service Ratel Ad] I I HCM I L I Queue 1 I I Group I Lanes? Reqd Used I @C (vph) @E IVOlumel v/c I Delay I S 1Mode1 11 WB Approach 54.9 D I TH 112/1 10.301 10.129 I 1 1 198 I 39 10.163 I 54.6 1*D I 64 ftl 1 LT 1 24/2 10.313 10.143 I 1 1 446 I 189 10.386 1 54.9 I*D 1 161 ftl ES Approach 54.0 D ~ I TH 112/1 10.301 10.129 I 1 1 198 I 39 10.163 I 54.6 I D I 64 ftl 1 LT 112/1 10.305 10.143 I 1 1 213 I 56 10.221 I 53.6 I D I 91 ftl i NB Approach 44.8 D+ 1 RT 112/1 10.462 10.493 I 617 1 780 I 544 10.697 1 30.2 I C ( 713 ftl 1 TH 1 24/2 10.406 10.314 1 204 1 1112 1 956 10.860 1 52.1 1*D 1 834 ftl 1 LT 112/1 10.362 10.271 1 1 1 459 I 306 10.637 1 47.7 I D 1471 ft1 SB Approach 42.9 D+ 1 RT 1 12/1 10.315 10.493 1 617 1 780 I 89 10.114 1 19.1 I B 1 87 ftl 1 TH 1 24/2 10.359 10.314 1 204 1 1112 1 606 10.545 1 40.3 1 D+1 455 ft1 1 LT 1 12/1 10.377 10.271 I 1 1 459 I 361 10.752 1 53.3 1*D 1582 ftl Palamanui Development 11/23/04 AM Peak Hour of Traffic 14:54:27 Future Year 2014 - xith access across Airport SIGNAL2000/TEAPAC[Ver 1.11.00] - Summary of Parameter Values Intersection Parameters for Int # 0 - Airport Rd/Queen PCaahumanu Hxy METROAREA NONCSD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 QUEUEMODELS 1 90 25 40 Approach Parameters APPLABELS WB NB EB SB GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 BIREVOLUMES 0 0 0 0 PARICINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 UPSTREAMVC 0.00 0.00 0.00 0.00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 175 35 170 490 860 275 90 35 50 80 545 325 WIDTHS 12.0 12.0 24.0 12.0 24.0 12.0 12.0 12,0 12.0 12.0 24.0 12.0 LANES 1 1 2 1 2 1 1 1 1 1 2 1 GROUPTYPES FFLW NORM NORM NORM NORM NORM FFLW NORM NORM NORM NORM NORM UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCRPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVAI.TYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MINIMUMS 4.0 F o a o 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 STORAGE 0 0 0 0 0 0 0 0 0 0 0 0 INITIALQUEUE 0 0 0 0 0 0 0 0 0 0 0 0 SDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SATURATIONFLOWS 0 1863 3433 1583 3539 1770 0 1863 1770 1583 3539 1770 Phasing Parameters SEQUENCES 44 ALL PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET 0.00 1 CYCLES 140 140 70 PEDTIME 0.0 0 GREENTIMES 20.00 18.00 38.00 44.00 YELLOWTIMES 5.00 5.00 5.00 5.00 CRITICALS 3 2 12 5 ERCESS 0