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HomeMy WebLinkAboutCOM 0756.003 2008-2010DONALD IKEDA Council Member District 2 South Hilo HA WAI `I COUNTY COUNCIL County of Hawai `i Phone No.: (808) 961 -8261 Fax No.: (808) 961 -8912 E -mail: dikeda @co.hawaii.hi.us Hawaii County Building = 25 Aupuni Street Hilo, Hawaii 96720 c- C7 , - -A Date: October 13, 2010 To: J Yoshimoto, Council Chair Hawaii County Council T And Council Members From: Donald Ikeda, Chair ,�,,, Hawaii County Counc Planning Committee Re: Communication No. 756 (Bill No. 229) Request for Change of Zone by Applicant Vincent Tai Completion of Traffic Impact Analysis Report Attached please find a copy of the above - referenced Traffic Impact Analysis Report ( "TIAR ") which was prepared by Witcher Engineering LLP for the applicant, Mr. Vincent Tai. I request that this report be referred and distributed to all council members prior to the October 20, 2010 Council Committee meeting, in order to allow sufficient time for each council member to review the report and information contained therein. Thank you for your attention in this matter. DI:awm Comm, No. 7�_(0, 3 Ref. To: u_ Ra► Date - OCT 20 ZQld Hawai `i County Is An Equal Opportunity Provider And Employer I TRAFFIC PROP CT ANALYSIS FOR TOWNHOUSE EX ,I STREET OCTOBER, 2010 PREPARED FOR: TAI ARCHITECTURE • L� I 1 0 N A L i U0. i::: 1 /3 65122 -C PREPARED BY: WITCHER ENGINEERING LLP P.O. Box 348 Holualoa, HI 96725 (808)334 -0322 (808)324 -0327 Fax TABLE OF CONTENTS I. PROJECT DESCRIPTION .................... ............................... 1 II. EXISTING CONDITIONS .................... ............................... 1 III. TRAFFIC VOLUMES ....................... ..............................1 Table 1 Peak Hour Traffic Counts for Hualalai Street & Kapiolani Street ....... 1 IV. LEVELS OF SERVICE ...................... ............................... 2 V. PROJECTED TRAFFIC ...................... ..............................2 A. Methodology ....................... ..............................2 B. Trip Generation ..................... ..............................3 Table 2 Trip Generation ........ ............................... 3 Table 3 Trip Distribution and Assisgnment ........................ 3 Table 4 Levels of Service ....... ............................... 4 VI. CONCLUSION AND RECOMMENDATIONS ...... ............................... 5 APPENDICES APPENDIX A Location Map, Tax Map Key Map and Proposed Layout of Hualalai Court APPENDIX B Level of Service Criteria APPENDIX C Level of Service— Kapiolani Street and Hualalai Street (Computer Printout) • Existing Conditions AM and PM Peak Traffic • Build -out Conditions AM and PM Peak Traffic APPENDIX D Traffic Movement Diagrams - Kapiolani Street and Hualalai Street • Existing Conditions AM and PM Peak Traffic • Future Conditions AM and PM Peak Traffic Page 1 of 1 TRAFFIC IMPACT ANALYSIS PROPOSED TOWNHOUSE COMPLEX NEAR INTERSECTION OF KAPIOLANI STREET & HUALALAI STREET HILO, HAWAII TMK (3)2 -4- 028:009 I. PROJECT DESCRIPTION Our client wishes to develop a 47 -unit townhouse project on the referenced parcel called Hualalai Court, with another 12 units of affordable housing. This property is located to the west of Kapiolani Street by about a block. The project will be served by the westward extension of Hualalai Street. This project generates less than 50 peak hour trips. It does not meet the concurrency threshold as established by Hawaii County. Therefore, no extrapolation of data is necessary for five, ten and twenty years. II. EXISTING CONDITIONS The area consists of a mixed residential and school (St. Joseph's Catholic School) and is very near the police station. The intersection of Hualalai Street and Kapiolani Street is a two -way stop intersection. III. TRAFFIC VOLUMES In December, 2009 traffic counts were taken at the intersection of Kapiolani Street and Hualalai Street. The peak hours at that time were determined to be 7:15 AM to 8:15 AM and 4:15 PM to 5:15 PM. The AM volume was determined to be 703 vph (vehicles per hour), and the PM volume was determined to by 570 vph. Using the previously determined peak hours, counts were taken on September 28, 2010 for verification purposes. These counts were 665 vph for the AM Peak and 546 vph for the PM Peak. Since the counts taken in December, 2009 are slightly higher, they are used for this report. TABLE 1 PEAK HOUR TRAFFIC COUNTS FOR HUALALAI STREET AND KAPIOLANI STREET Direction AMPeak Hour PMPeak Hour Eastbound Left 9 7 Eastbound Through 27 27 Eastbound Right 7 6 Westbound Left 36 83 Page 1 of 5 Direction AMPeak Hour PMPeak Hour Westbound Through 13 37 Westbound Right 90 91 Northbound Left 4 6 Northbound Through 159 80 Northbound Right 74 29 Southbound Left 140 71 Southbound Through 137 128 Southbound Right 7 5 Total 703 570 IV. LEVEL OF SERVICE Level of service is defined as "a qualitative measure describing operational conditions within a traffic stream; generally described in terms of such factors as speed and travel time, freedom to maneuver, traffic interruptions, comfort and convenience, and safety." There are six levels of operational conditions defined as follows: Level of Service A Level of Service B Level of Service C Level of Service D Level of Service E Level of Service F Little or no traffic delays Short traffic delays Average traffic delays Long traffic delays Very long traffic delays Extreme traffic delays Levels of service were determined for the various turning movements for the intersection of Ka' iminani Street and Kakahiaka Street for the existing conditions. Calculations were performed in accordance with the analysis laid out in the Highway Capacity Manual, Special Report 209 2 " Edition of the Transportation Research Board, 1992 and the Highway Capacity software from the Federal Highway Administration and McTrans, University of Florida, Gainesville, FA. V. PROJECTED TRAFFIC A. Methodology Page 2 of 5 The trip generation methodology used in this report is based upon applications developed by the Institute of Transportation Engineers (ITE) and published in "Trip Generation ", 5 " Edition, 1991. Trip generations have been developed for a variety of land uses (or facility types) which correlated trips with dwelling units, area, population, vehicle ownership; and intensity of use. Each facility type has a catalog number for identification purposes. The land use codes are shown below. B. Trip Generation As stated previously, the project consists of 47 townhouse units and 12 additional affordable housing units. The land use codes are as follows: Townhouse 230 Affordable (apartment) 220 TABLE 2 TRIP GENERATION Facility Land Use Code Units Trip Generation % Enter % Exit Enter Exit AM Townhouse 230 47 0.44 17 83 3 17 Affordable 220 12 0.57 17 83 1 5 Total 4 22 PM Townhouse 230 47 0.55 66 34 17 9 Affordable 220 12 0.63 68 32 5 3 Total 22 12 Traffic distribution is based upon a ratio of additional traffic to the original for each turning movement. The following table shows this relationship. TABLE 3 TRIP DISTRIBUTION AND ASSIGNMENT Direction AM PM Exist Build out Exist Build out Eastbound Left 9 14 7 9 Eastbound Through 27 41 27 35 Eastbound Right 7 10 6 8 Westbound Left 36 36 83 83 Westbound Through 13 16 37 54 Westbound Right 90 90 91 91 Page 3 of 5 Direction AM PM Exist FBuildout Exist Build out Northbound Left 4 4 6 9 Northbound Through 159 159 80 80 Northbound Right 74 74 29 29 Southbound Left 140 145 71 71 Southbound Through 137 137 128 128 Southbound Right 7 8 5 7 From the above information, levels of service were performed. This done for the present condition and build out. The following table shows the levels of service TABLE 4 LEVELS OF SERVICE Direction AM PM Exist Build out Exist Build out Eastbound Left C C B B Eastbound Through C C B B Eastbound Right C C B B Westbound Left C C B B Westbound Through C C B B Westbound Right A A A A Northbound Left A A A A Northbound Through A A A A Northbound Right A A A A Southbound Left A A A A Southbound Through A A A A Southbound Right A A A A Westbound Approach Delay 12.6 12.8 11.9 12.5 Westbound Approach LOS B B B B Eastbound Approach Delay 16.4 17.2 12.3 12.6 Eastbound Approach LOS C C B B Page 4 of 5 From the above it can be seen that there is no change in the levels of service and only a slight increase in the approach delays. VI. CONCLUSIONS AND RECOMMENDATIONS This proj ect has very little impact on the neighborhood. The intersection of Kapiolani Street and Hualalai Street has no change in levels of service. All approach delays are less than one second— not noticeable to the driver or public in general. No intersection improvements are needed at this time. Therefore we recommend that the project go forward. Page 5 of 5 APPENDIX A LOCATION MAP, TAX MAP KEY MAP and PROPOSED LAYOUT OF PROJECT N �y� WITCHER ENGINE LLP I LOCATION MAP P.O. Box 348 Consulting Civil Engineers Holualoa, HI 96725 Construction Managers (808) 334 -0322 #t S� �b J O i O F ?O lk Y 2 Ell i d J Z V Y e Y•t� ro t - - > siyNJ�eiN dwf �I �' �U •�nof L ]d 1 a/ sK r I O�1J7t I qC O !!!2 � .f00 now n�rrrrn/ g[e,t nl • ��.. t � a l ii= a. ary O .JE q 2 l '° a u i � sac l•ei -cl I n I {f..rrlo �I '��h: f 4 QeI c W N u #t S� �b J O i O F ?O lk Y 2 Ell i d J Z V Y e Y•t� ro t - - > siyNJ�eiN dwf �I �' �U •�nof O .eOe a o : a w N e W G � O a ] ] W ~ �a ! 8 4 0 _� t W ovu ?00 Y r 0 0 o x L4 L04 iti ;o v ir 0) W o ° 4 op O O m z O A O (n _ Z m (� v � Wo z U) O w N ° (o 0 Ro C N 00 W N C) co v N v N cn D y Q -- N �a Z D � `° , �0 y J G7 00 a rl 30.52 37.86 ti e r V Z7 O rn D !� _ u Xti �l r fTl cf) �a� oa °�^, T ° '� a� W Cli C Q w u ti aa ca ° Kupukupu Street ;u � O a (Private) OD Clampoolo Boschettl (Owner) I N �\ Z -n n O v a I (� I 0 C -- ?t 2 0 G < D -� D - i -1, o D TI O O m O a D ON 0? � N p. x o o a °a y o n ° 0. s 2 � Z < r r T o"' ° t+'I li o N oD tao00o0 O C ,� ul �a W , o o 3 (A N N c - 0 lD (DD r (A m O�� C° to D to o rn r n m c Z C . N y o o a N you X(D 11 N O II S A cot '0 c v N .�`.m W A 3 N I I I I A N Z .� G7 rn N 00 ?� (!t to > T 1 ib D t0 CD In a C T 5V O V � H N y C A w � A Z O W ° o w ° �G }• Po polo Street rr x o w N � h H N a e w m Z i>, 121.35 — 1 A c Q a R ° o N j � w o N ~ T .—Ie Yolaoe St. l Koplooni Street n :. to Ponal.awal St. i N O v ?n Olulani Street < 10 s9 op a° ] • o E R = ? , 39 3 0 3 * ° o N,� O , n t 'S Q (D 13 3, 60 e D Kinoole Street CD r't in HUALALAI COURT > 364 HUALALAI STREET x m A HILO, HAWAII 96720 TMK: 2 -4 -28:09 m D APPENDIX B LEVEL OF SERVICE CRITERIA LEVEL OF SERVICE CRITERIA AVERAGE TOTAL LEVEL OF EXPECTED DELAY TO DELAY (SecondsNehicle) SERVICE MINOR STREET TRAFFIC >_ 5 A Little or no delay 5.1 to 10.0 B Short traffic delays 10.1 to 20.0 C Average traffic delays 20.1 to 30.0 D Long traffic delays 30.1 to 45.0 E Very long traffic delays >45 F Extreme traffic delays Appendix B APPENDIX C LEVEL OF SERVICE KAPIOLANI STREET & HUALALAI STREET SIGNALIZED INTERSECTION AM & PM PEAK HOUR Two -Way Stop Control Page 1 of 1 TWO -WAY STOP CONTROL SUMMARY 1- f....r.� #'. IRitp Infnrmatinn I Project Description HUALALAI COURT JOB #593 -01 -10 HCHKAM2010 East/West Street: HUALALAI North /South Street: KAPIOLANI Intersection Orientation: North -South I Study Period hrs : 1.00 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume (veh /h) 4 159 74 137 156 7 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh /h) 4 159 74 137 156 7 Percent Heavy Vehicles 0 - - 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 9 27 7 36 13 90 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh /h) g 27 7 36 13 90 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 1 Configuration LTR I LT R Delay, Queue Lencoith. and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LT R LTR (veh /h) 4 137 49 90 43 C (m) (veh /h) 1428 1346 331 850 358 lc 0.00 0.10 0.15 0.11 0.12 95% queue length 0.01 0.34 0.52 0.35 0.41 Control Delay (s /veh) 7.5 8.0 17.8 9.7 16.4 LOS A A C A C pproach Delay (s /veh) -- -- 12.6 16.4 pproach LOS - -- B C Copyright © 2008 University of Florida, All Rights Reserved HCS +rM Version 5.4 Generated: 10/4/2010 9:56 AM A nalyst BEW Intersection 1 WAY STOP Agency/Co. VINCENT TAI J urisdiction I HAWAII CO Date Performed 9129110 Analysis Year 1 2010 A nalysis Time Period A M PEAK EX file: //C: \Documents and Settings \Witcher Engr LLP \Local Settings \Temp \u2k147.tmp 10/4/2010 Two -Way Stop Control Page 1 of 1 Copyright m 2008 University of Florida, All Rights Reserved HCS +Tm Version 5.4 Generated: 10/5/2010 1:19 PM file: / / CADocuments and Settings \Witcher Engr LLP \Local Settings \Temp \u2k366.tmp 10/5/2010 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst BEW Intersection 2 WAY STOP Agency/Co. TAI VINCENT J urisdiction HAWAII CO Date Performed 1217109 nal sis Year 2010 A nalysis Time Period PM PEA KEX Project Description HUALALI COURT JOB #570 -01 -08 WESAPTKHPMEX ast/West Street: HUALALAI North /South Street: KAPIOLANI Orientation: North -South Stud Period hrs : 1.00 Intersection ehicle Volumes and Adjustments ajor Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 6 80 29 71 128 5 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh /h 6 80 29 71 128 5 Percent Heavy Vehicles 0 - - 0 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 7 27 6 83 37 91 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh /h 7 27 6 83 37 91 Percent Heavy Vehicles 0 L 0 0 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 1 Configuration LTR LT R Delay, Queue Len th and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LT R LTR (veh /h) 6 71 120 91 40 C (m) (veh /h) 1464 1494 521 968 534 /C 0.00 0.05 0.23 0.09 0.07 95% queue length 0.01 0.15 0.89 0.31 0.24 Control Delay (s /veh) 7.5 7.5 14.0 9.1 12.3 LOS A A B A B pproach Delay (s /veh) -- -- 11.9 12.3 pproach L -- -- B B Copyright m 2008 University of Florida, All Rights Reserved HCS +Tm Version 5.4 Generated: 10/5/2010 1:19 PM file: / / CADocuments and Settings \Witcher Engr LLP \Local Settings \Temp \u2k366.tmp 10/5/2010 Two -Way Stop Control Page 1 of 1 �w ayc Level of Service Northbound Southbound 0 Eastbound Movement 0 RT Channelized 7 8 9 10 11 12 Lanes 0 1 0 0 1 1 Configuration LTR 4 LT 52 R Delay, Queue Length, and pproach Level of Service Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LT R LTR (veh /h) 4 140 52 90 65 C (m) (veh /h) 1450 1346 326 850 361 /C 0.00 0.10 0.16 0.11 0.18 95% queue length 0.01 0.35 0.57 0.35 0.66 Control Delay (s /veh) 7.5 8.0 18.1 9.7 17.2 LOS A A C A C pproach Delay (s /veh) -- — 12.8 17.2 pproach LOS -- — e C Copyright © 2008 University of Florida, All Rights Reserved HCS +TM Version 5.4 Generated: 10/4/2010 9:58 AM file: / /C: \Documents and Settings \Witcher Engr LLP \Local Settings \Temp \u2k14A.tmp 10/4/2010 Two -Way Stop Control Page 1 of 1 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst BEW Agency/Co. VINCENT TAI Date Performed 9 A nalysis Time Period PM PEAK2015 Intersection 2 WAY STOP Jurisdiction HAWAII CO A nalysis Year 2015 Project Descri tion HUALALAI COURT JOB #593 -01 -10 HCKHPM2015 East/West Street: HUALALAI North /South Street: KAPIOLANI Intersection Orientation: North -South I Study Period hrs : 1.00 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume (veh /h) 9 80 29 71 128 7 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh /h) 9 80 29 71 128 7 Percent Heavy Vehicles 0 - - 0 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh /h 9 35 8 83 54 91 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh /h 9 35 8 83 54 91 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 1 Configuration LTR LT R Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LT R LTR (veh /h) 9 71 137 91 1 52 C (m) (veh /h) 1462 1494 507 968 524 v/c 0.01 0.05 0.27 0.09 0.10 95% queue length 0.02 0.15 1.10 0.31 0.33 Control Delay (s /veh) 7.5 7.5 14.7 9.1 12.6 LOS A A B A B ,Approach Delay (s /veh) -- - 12.5 12.6 A pproach LOS -- -- B 8 1 vvNy nyniv <vvu vnivci any ui nuiiva, nn n�ynw nwcivcu l7liJT' ^' V@�S10f1 0.4 vcno,a iv��icv ,v �.�a nrv� t file://CADocuments and Settings \Witcher Engr LLP \Local Settings \Temp \u2k150.tmp 10/4/2010 APPENDIX D TRAFFIC MOVEMENT DIAGRAMS KAPIOLANI STREET & HUALALAI STREET SIGNALIZED INTERSECTION AM & PM PEAK HOURS Proposed Townhouse /Affordable Complex Kapiolani Street and Hualalai Street Traffic Movement - Existing Conditions AM Peak Hour 7:15 AM to 8:15 AM 284 24 258 43 139 241 180 237 WITCHER ENGINE LLP A 593 -01 -10 9/28/10 PA Box 348 Consulting Civil Engineers (809) 34-0322 96725 Construction Managers Proposed Townhouse /Affordable Complex Kapiolani Street and Hualalai Street Traffic Movement - Existing Conditions PM Peak Hour 4:15 PM to 5:15 PM 48 I I ' 40 I 204 17R 211 127 W 217 115 JN 593-01-10 vie WITCHER ENGINEERING LLP 9/28/10 P.0 Box 348 Consulting 9 Civil Engineers H08) 33 4 -0322 Hawaii 96725 (808) 334-0322 Construction Managers Proposed Townhouse /Affordable Complex Kapiolani Street and Hualalai Street Traffic Movement - Build -out Conditions AM Peak Hour 7:15 AM to 8:15 AM 285 28 9R. 6E 142 255 183 237 JN 593 -01 -10 J WITCHER ENGINEERING LLP 9128/10 P.o Box 348 Consulting Civil Engineers Holualoa, Hawaii 96725 (808) 3340322 Construction Managers Proposed Townhouse /Affordable Complex N Kapiolani Street and Hualalai Street Traffic Movement - Build -Out Conditions PM Peak Hour 4:15 PM to 5:15 PM 206 70 180 52 228 135 219 118 WITCHER ENGINEE LLP JN 593 -01 -10 9/28/10 P_o Box 34a Consulting Civil Engineers Holualoa, Hawaii 98725 Construct M anagers (808) 33403 g