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HomeMy WebLinkAboutTraffic Impact Analysis - PLN General - 1/30/2003 ■The Shea Group a Parametrix company Alderbrook Resort Traffic Impact Analysis January, 2003 Engineering • Planning • Environmental Sciences TRANSP ORTATION IMPACT ANALYSIS Alderbrook Resort Mason County,Washington January,2003 Project Information Project: Alderbrook Resort Prepared for: North Forty Lodging Contact: Loren Davis Phone: 206-999-5177 Reviewing Agency Jurisdiction: Mason County Project Number: Project Contact: Steve Fuchs,P.E. Washington State Department of Transportation Project Engineer Prepared by: The Shea Group—a Parametrix company 8830 Tallon Lane, Suite B P 0 Box 3427 Lacey,WA 98509-3427 Phone: (360)459-3609 Contact: David R. Skinner,P.E.,Transportation Manager George Smith,Transportation Planner Shea Group Project: 244-4454-001 File Number: S VA k:\244-4454-001\traffic study\tia.doc 4Mj LU 10 33247Q �✓ �,S' j G/STE4� C9 S AL s 2-24- 03 Alderbrook Resort—Traffic Impact Analysis TABLE OF CONTENTS I. INTRODUCTION...............................................................................................................I ProjectOverview...........................................................................................................................I StudyContext...............................................................................................................................I II. PROJECT DESCRIPTION.........................................................................................................3 DevelopmentProposal .................................................................................................................3 III. BACKGROUND INFORMATION....................................................................................5 AreaLand Uses............................................................................................................................5 RoadwayInventory......................................................................................................................5 TrafficVolume Data ....................................................................................................................5 PublicTransportation...................................................................................................................6 AccidentHistory ..........................................................................................................................6 IV. PROJECT TRAFFIC CHARACTERISTICS...................................................................10 ProjectTrip Generation..............................................................................................................10 TripDistribution.........................................................................................................................I I V. FUTURE TRAFFIC CONDITIONS.........................................................................................13 RoadwayImprovements.............................................................................................................13 FutureTraffic Volumes..............................................................................................................13 Re-distribution of Existing Traffic on Proposed SR 106 Alignment.........................................13 VI. TRAFFIC OPERATIONS ANALYSIS............................................................................17 CapacityAnalysis.......................................................................................................................17 SightDistance Analysis............................:.................................................................................20 VII. MITIGATION...................................................................................................................23 VIII. CONCLUSIONS...............................................................................................................24 The Shea Group—a Parametrix company Page i Alderbrook Resort—Traffic Impact Analysis List of Figures Figure 1 Vicinity Map Figure 2 Site Plan Figure 3 Existing 2002 Traffic Volumes Figure 4 Estimated 2002 Hotel Background Traffic Volumes Figure 5 Estimated Base Year 2002 Traffic Volumes Figure 6 Site Traffic Distribution Figure 7 Projected 2006 Traffic Volumes Without Project(Existing Network) Figure 8 Existing 2002 Traffic Volumes on Realigned Network Figure 9 Projected 2006 Traffic Volumes With Project(Realigned Network) Figure 10 Intersection Sight Distance Analyses Appendices Appendix A Turning Movement Count Worksheets Appendix B Traffic Volume Calculation Worksheets Appendix C Reported Accident History Appendix D Capacity Analysis Worksheets Appendix E Turn-Lane Warrants Analyses The Shea Group—a Parametric company Page ii Alderbrook Resort—Traffic Impact Analysis I. INTRODUCTION Project Overview Alderbrook Resort is an existing 101-room resort located on State Route (SR) 106 in Mason County. The resort is planned to undergo extensive remodeling of the existing site facilities. The main campus is located on the north side of SR 106, with the majority of the parking for the facility located to the south of SR 106. A major aspect of the design change is realignment of SR 106 in order to reduce vehicle/pedestrian conflicts. The realignment of SR 106 will pass roughly parallel and 200 feet south of the old section. Figure 1 illustrates the site vicinity and the transportation network serving the project area. Study Context This report by The Shea Group documents the results of a Traffic Impact Analysis (TIA) of existing and future traffic conditions with regard to the realignment of SR 106. The study was prepared according to Washington State Department of Transportation guidelines as part of the required environmental review submittal for the proposed project. Operational analyses were completed for the following three intersections in the study area: • SR 106/Dalby Road • SR 106/East Lodge Driveway • Beach Drive -Lodge Driveway/SR 106 The scope of work for this study was determined through a scoping process involving representatives of North Forty Lodging, WSDOT, and staff of the Shea Group. The intersections and roadway analysis requirements were determined by WSDOT. The Shea Group —a Parametrix company Page 1 January,2003 � I P � 3 .. �� N.f S. a __... .._. ......._ BEL FAIR R�O ROSE POINT A SUNSET BEACH TAHUYA . O� S �`'�' FOREST BEACH sx PARK H STA UNION TWANG J.p Jo f PJ PROJECT SITE ■The Shea Group VICNITY MAP FIGURE NO. o Parometrix company ALDERBROOK RESORT — TRAFFIC IMPACT ANALYSIS Fngineering •PlonninG •Environmentol • Surveying Alderbrook rt—Traffic Resort Impact Analysis II. PROJECT DESCRIPTION Development Proposal The project developer is proposing an extensive remodel to the Alderbrook Resort, a 101-room resort which has been in existence since 1913. Alderbrook is located on SR 106, 1.5 miles east of Union, in Mason County. The main campus is located on the north side of SR 106 and fronts Hood Canal with a marina. The land area of this parcel is approximately 2.6 acres. West of and adjacent to the main campus is a grouping of 21 cottages, located on approximately 1.8 acres. Opposite the main campus, on the south side of SR 106, are approximately 7.7 acres housing surface parking lots, a commercial building, Alderbrook's sewage treatment plant,maintenance barn and undeveloped land. The hotel has been in operation recently, but is currently closed. The hotel has had a historical occupancy rate of 35%to 50% for the previous five-year period. It is anticipated that the Alderbrook Resort will maintain 60%to 65%occupancy after the renovation is completed. As part of the renovation, the Conference Center and two "Lanai"buildings will be demolished. The main hotel building, the Pool House and the Eastwood Building(spa)will be renovated extensively, inside and out. A new fitness room will be added between the spa and the Pool House. The 21 cottages located on the site will be partially renovated,and one will be demolished. Following the renovation, the overall building square footage will increase slightly, and the room count will decrease, from 101 to 98 rooms consisting of 8 privately owned cottages and 90 rooms owned by North Forty Lodging. Between 80 and 120 employees will work in the completed project, depending on seasonal fluctuations. A major aspect of the design change is realignment of SR 106 in order to reduce vehicle/pedestrian conflicts. The major reason for the proposed realignment is to create adequate resort parking on the north side of SR 106 to eliminate the need for resort guests to cross the highway to reach the lobby. The proposed realignment of SR 106 will pass roughly parallel and 200 feet south of the old section. A reduced copy of the site plan showing the proposed building configuration and relocation of SR 106 is provided on Figure 2. The Shea Group—a Parametrix company Page 3 January,2003 t N.T S ,7- t '+ v _ �1 R 'e T \ ty 1 ■ The Shea Group SITE PLAN FIGURE No. o Porometrix compony ALDERBROOK RESORT - TRAFFIC IMPACT ANALYSIS 2 Engineering •Planning •Environmental • Surveying Alderbrook Resort—Traffic Impact Analysis III. BACKGROUND INFORMATION Area Land Uses The Alderbrook Resort is an existing hotel campus that has been in existence since 1913. Adjacent properties to the east and west are residential. To the south, across SR 106, approximately 80 acres of hillside are undeveloped. An 18-hole golf course is located south of the project site. Roadway Inventory State Route (SR) 106 SR 106 is an east-west minor arterial, with one lane in each direction. SR 106 begins at SR 3 between Belfair and Allyn, and continues west along Hood Canal until it intersects with SR 101. The posted speed limit is 35 mph in the project vicinity. Beach Drive Beach Drive is a north-south local arterial with one lane in each direction. It serves as one of two accesses into the Alderbrook Resort and golf course. The roadway has a posted speed limit of 25 mph. Dalby Dalby Road is a county arterial that begins at McReavy Road and extends to SR 106, west of the Alderbrook Resort. Dalby Road primarily serves as residential access and has a posted speed limit of 45 mph. Traffic Volume Data Trafficount, a company specializing in traffic data collection, conducted morning and evening peak hour turning movement counts at several locations in the project vicinity. The counts were conducted in December 2002 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM and were summarized to reflect the highest single hour of each two-hour count period. The count locations are listed below: • Dalby Road/SR 106 (AM peak hour only) • Beach Drive/SR 106 In addition to the intersection counts, the traffic volumes were counted at all commercial driveways on SR 106 near the Alderbrook Resort frontage, from the US Post Office to the east access to the Alderbrook Resort. The PM peak hour volumes for the Dalby Road/SR 106 intersection were collected in April 2002 by Engineering Services Associates. Average Daily Traffic (ADT) volumes were provided by WSDOT for SR 106 east of Dalby Road. The turning movement worksheets for the December 2002 counts are provided in Appendix A. The Shea Group—a Parametrix company Page 5 January,2003 Alderbrook Resort—Traffic Impact Analysis P Y Truck Traffic Percentage During the December peak hour counts, the volume of truck traffic was also recorded. Based on that data, approximately 10%of the morning peak hour traffic on SR 106 is truck traffic. Approximately 2% of the evening peak hour traffic on SR 106 is truck traffic. Existing Hotel Traffic The existing 2002 AM and PM peak hour turning movement volumes are shown on Figure 3 and in the Traffic Volume Calculation Worksheet in Appendix B. Because the existing hotel was closed when the turning movement counts were conducted, we have estimated the hotel traffic that would occur for the existing hotel usage. The project trip generation was estimated assuming 40%occupancy of the existing 96 rooms. The trip generation and distribution were calculated using the same methodology described for the proposed project in Section IV of this report. Figure 4 shows the estimated existing hotel traffic. Seasonal Adjustment Factor Based on historical trends, it has been determined that traffic volumes on SR 106 experience a seasonal fluctuation. The WSDOT Traffic Data Office provided an adjustment factor to convert the December counts to an `annual average'. A factor of 1.25 was used was applied to the December and April counts to reflect `annual average' traffic conditions. The seasonally adjusted existing traffic volumes plus the estimated hotel traffic at 40% occupancy were combined to create the `Base 2002' traffic volume scenario. The Base 2002 traffic volumes are shown on Figure 5. Public Transportation The site is currently served by public bus which travels between Belfair and Shelton. It passes the Alderbrook Resort twice a day. The proposed development will provide improved pedestrian access to/from the highway to facilitate transit usage. Accident History An accident analysis was conducted using collision data provided by WSDOT. The accident history of the SR 106 corridor between milepost 6.73 and milepost 7.25 was reviewed for the three year period between January 1, 1999 and December 31, 2001. Based on this data, six total accidents were recorded within the study area with one involving injuries. Based on a review of the data, an accident pattern was not identified. A detailed description of the reported accident history for the study area is provided in Appendix C. The Shea Group—a Parameirix company Page 6 January, 2003 m� �� 0 y 29 0.r 4 f-ag D 0 2 `� a2 30 , 43 00p t0 0 v �0 000 � 0 1 N s rnti f/ ~ 41 r O )Z opo ®~ 3 f } o � � o � Z ° z N LEGEND ` r > XX -► PEAK HOUR TRAFFIC VOLUME 0 ---1 n O� TRUCK VOLUME (INCLUDED IN TOTAL) x AM PEAK HOUR 13 c) 51 If- 41 0.r } (2000] 70 < 4> j 4 R.0 "o c 5 7 f`5g ^j o y, Z 0 22 Z 57-► 4-* (� 54 cb �' 0 �! �, �► 53 r Ed ► 6 7 6 o ° 0� oop �—►60 �► 3 oA LEGEND W z � z } Tj D �7 x XX -► PEAK HOUR TRAFFIC VOLUME p — �� [XXXI AVERAGE DAILY TRAFFIC (ADT) VOLUME 1XI TRUCK VOLUME (INCLUDED IN TOTAL) PM PEAK HOUR ■ The Shea Group EXISTING 2002 TRAFFIC VOLUMES FIGURE NO. o Parometrix compony ALDERBROOK RESORT — TRAFFIC IMPACT ANALYSIS 3 Engineering •PICnn',ng •Environmentol • Surveying Aft y EXISTING SITE TRAFFIC 0 30% R OUTBOUND INBOUND TOTAL 4 10 14 °o Z ° �6 38% j �-2 to o�, oN sy 4/ 1 t. � I N T 5 '1 �► � ' -_0 Z ' ? D 4 -► 2 � Voo 2 � z O 02 y o 0 � LEGEND t v � M D D Q7 XX% DISTRIBUTION PERCENTAGE 25% � � P� � 11' XX —► SITE TRAFFIC VOLUME 19 10% AM PEAK HOUR o~ EXISTING SITE TRAFFIC 30% R OUTBOUND INBOUND TOTAL ��� 11 8 19 = ° Z m cG^� S �6 35% ° R d'3 D ,3 r � 0 t a °Z �w 4 � `sZ0 a y r 0 3 y � cDc Nj 0 2 1 c -02 y } 70 O 0 O - z z LEGEND N D ��` XXX DISTRIBUTION PERCENTAGE S 25% 2 F PGr XX --a- SITE TRAFFIC VOLUME % PM PEAK HOUR ■ The Shea Group ESTIMATED 2002 HOTEL BACKGROUND TRAFFIC VOLUMES FIGURE N0. o Porometrix company 4 ALDERBROOK RESORT — TRAFFIC IMPACT ANALYSIS Engineering •Planning •Envlronmentol • Surveying �~ 13 t0 106 3 j m v SR 0.1� 24 ,7y `1 } 4 < 575 Cc 5S c.,,Nj 44 —► �"60 A 8 44 y �i� � 1 * Nis co 55 1 4� o 2 -0' b O 41—i z ILEGEND 0 O XX —► PEAK HOUR TRAFFIC VOLUME C� AM PEAK HOUR Lnc a � 65 D 6�� r 2 oo � 54 S i cn 75 y R 76 o y �• 28 � 7s —► � � Z � Nrs v 4/ f—66 2 1" 9 g0 1 77 y mO -0 - 4 —'cn < LEGEND 0 XX —+ PEAK HOUR TRAFFIC VOLUME [XXX] AVERAGE DAILY TRAFFIC (ADT) VOLUME �P PM PEAK HOUR ■ The Shea Group ESTIMATED BASE YEAR 2002 TRAFFIC VOLUMES FIGURE N0. o Porametrix company ALDERBROOK RESORT — TRAFFIC IMPACT ANALYSIS is Fn ineering •Planning •Environmentol •Surveying Alderbrook Resort—Traffic Impact Analysis IV. PROJECT TRAFFIC CHARACTERISTICS The two project-related characteristics having the most effect on area traffic conditions are peak hour trip generation and the directional distribution of traffic volumes. Project Trip Generation Vehicle trip generation was calculated for this project using the current edition of the Trip Generation Report by the Institute of Transportation Engineers (ITE). The Resort Hotel (land use code 330) was determined to be the most applicable to the site. The trip generation rates used for this analysis are shown below in Table 1. Table 1 Trip Generation Rates per Occupied Rooms Alderbrook Resort Land Use PM Peak Hour AM Peak Hour (LU Code) Unit Trip Rate Inbound Outbound Trip Rate Inbound Outbound Resort Hotel Occupied (LU 330) Room 0.49 43% 57% 0.37 72% 28% The total trip generation expected from the Alderbrook Resort after the proposed renovation was calculated by applying the total number of occupied rooms to the appropriate trip generation rate. The anticipated occupancy rate of 65% was used to calculate the trip generation potential for the site. The total trip generation estimated for the project after renovation is shown in Table 2. Table 2 Project Trip Generation (Based on 59 Occupied Rooms) Alderbrook Resort PM Peak Hour Trips AM Peak Hour Trips Land Use Total Inbound Outbound Total Inbound Outbound Resort Hotel 44 19 25 33 24 9 Daily Trip Generation The Resort Hotel land-use doesn't provide information on daily trip ends. To estimate the daily traffic potential of the resort we have used the relationship between the PM peak hour trip rate and daily trip for the Hotel land-use(LU code 310). We applied the PM peak hour-to-daily ratio to the PM peak hour rate for the resort hotel land-use. The calculation is shown below: Hotel Trip Rates(LU 310) • PM Peak Hour- 0.61 trips/room • Daily - 8.23 trips/room The Shea Group—a Parametrix company Page 10 January,2003 Alderbrook Resort—Traffic Impact Analysis 8.23 trips per room/0.61 trips per room= 13.49 PM Peak to Daily ratio Resort Hotel Trip Rates(LU 330) • PM Peak Hour-0.49 trips per occupied room (0.49 trips per occupied room)X (13.49) = 6.61 =Resort Hotel Estimated Daily Trip Rate per Occupied Room The daily traffic generation for the project was then calculated using the same process as for the AM and PM peak hours. The following table shows the estimated daily trip generation for the project: Table 3 Daily Project Trip Generation (Based on 59 Occupied Rooms) Alderbrook Resort Daily Trip Rate Occupied Daily Land Use (estimated) Rooms Trips Inbound Outbound 6.61 trips per Resort Hotel occupied room 1 59 1 390 1 195 1 195 Trip Distribution The vehicle directional trip distribution to and from the site will be based primarily on: • the area street system characteristics • current travel patterns on the area roadways • the proposed access system for the project • locations of residential areas and shopping/commercial centers The directional distribution of traffic to and from the proposed project was estimated based on the current traffic volume distributions on the area roadways. Approximately 35%of the peak hour traffic is expected to come to/from the north and east on SR 106. Approximately 55%is expected to use Dalby Road and SR 106 to/from the west and southwest. The remaining 10% is anticipated to use Beach Drive to/from the south. Proposed Roadway Realignment and Access System A significant component of the project is the realignment of SR 106 from Dalby Road to the east property line. Several current resort,private residential and private commercial accesses will be consolidated into two access points onto SR 106. Also, the post office access will be redesigned to intersect the new SR 106 alignment. The distribution of project site traffic was prepared for the proposed driveway configuration. The resultant traffic distribution percentages and site traffic distributions are shown on Figure 6. The Shea Group—a Parametrix company Page 11 January,2003 i sox TOTAL PROJECT TRAFFIC F�Fs. 36x �► "' °o OUTBOUND INBOUND TOTAL .��0 6 16 22 0�'% y PROJECT SITE �- 01 N 7 S 000 R jp 25x 1 t LEGEND 0 'Ntr' 00 00 o p 0 -- - XX% DISTRIBUTION PERCENTAGE XX -► SITE TRAFFIC VOLUME Ae 1 n� C� 10 x AM PEAK HOUR sox R� oe� TOTAL PROJECT TRAFFIC �s 36% s s� OUTBOUND INBOUND TOTAL .' S 0 17 12 29 �A,` °� J► oA� rps PROJECT SITE °oar+ 0 D O L�Ji a N t S o /0 t 0 Ft 000 � 9 S p 25% + r 1y t h t LEGEND o r' 70 00 0 CD XXx DISTRIBUTION PERCENTAGE XX -► SITE TRAFFIC VOLUME (XXX] AVERAGE DAILY TRAFFIC (ADT) VOLUME wx PM PEAK HOUR E The Shea Group TOTAL PROJECT TRAFFIC DISTRIBUTION FIGURE NO. o Porometrix compony ON REALIGNED NETWORK ALDERBROOK RESORT — TRAFFIC IMPACT ANALYSIS Engineering •Plonning •Environmental • Surveying 6 Alderbrook Resort—Traffic Impact Analysis V. FUTURE TRAFFIC CONDITIONS Roadway Improvements No roadway improvements have been identified in the study area that are scheduled for construction by WSDOT or Mason County within the horizon year of this study. Future Traffic Volumes Pipeline Development Projects A pipeline development project is defined as a development in the project area that is either under construction, approved for construction, or in the permitting process. h7 the study area, no pipeline projects were identified for inclusion in the future year traffic volume scenarios. Background Traffic Growth It is anticipated that background growth will occur within the study area and affect traffic volumes. To estimate the non-specific traffic growth that will occur at the study intersections we applied a growth rate of 2.0%(uncompounded)to the base year traffic volumes. An annual growth rate of 1.5%was provided by the WSDOT Traffic Data Office based on the historical growth trend on SR 106 in the study area. At the request of WSDOT Development Review staff the growth rate was rounded up to 2%. The projected 2006 traffic volumes with background growth and seasonal adjustment,without the Alderbrook Resort remodel project, are shown on Figure 7. This scenario is on the existing roadway network and includes traffic from the existing use of the hotel. Re-distribution of Existing Traffic on Proposed SR 106 Alignment The existing traffic volumes at the study intersections were re-distributed onto the proposed roadway configuration for the future traffic conditions scenario with the proposed remodel project. This primarily affects traffic from the Post Office. Currently, vehicles access the Post Office via a loop driveway on the south side of SR 106. After the proposed realignment is completed, Post Office traffic will access SR 106 from the north at a new four-leg intersection. The re-distributed base year traffic is shown on Figure 8. We applied a seasonal adjustment factor and 2%annual growth rate to the background traffic volumes on the realigned network(shown on Figure 8)and combined that with the project site traffic volumes(shown on Figure 6) to calculate the total traffic assignment for this study. The 2006 with-project traffic volume scenario is shown on Figure 9. The calculations are shown on the Traffic Volume Calculation Worksheet in Appendix B. The Shea Group—a Paramelrtx company Page 13 January,2003 ~ O 0 m SR 25 5 0.A �' 63 c lgi co m 47 y 60 8 47y hrs, 2 �' } 44 —r Z "V v LEGEND O a XX PEAK HOUR TRAFFIC VOLUME O AM PEAK HOUR O`� in mac^ ~ 0 13 o t - 106 L o m s� O-A iC 56 (2760 ~ 101 n 66 ti } Ir 5 6i vocn 870 —, 82 o- r i 30 81 ti 1 ? N TS �o 2 -' } a 83 -. /► o 4z V VU LEGEND XX-► PEAK HOUR TRAFFIC VOLUME [XXX] AVERAGE DAILY TRAFFIC (ADT) VOLUME �P 0 PM PEAK HOUR ■ The Shea Group PROJECTED 2006 TRAFFIC VOLUMES WITHOUT PROJECT FIGURE NO. a Porametrix compony (EXISTING NETWORK) ALDERBROOK RESORT - TRAFFIC IMPACT ANALYSIS 7 Engineering •Planning •Environmental • Surveying F 1 �Z0 8 � � 39 cn o ` -Z, �� S m q 5l i -< 9 N.T& A rn 0 a)ON 0 f- 41 S k► r 03 00 �) l* r 1 6 1 'S t 1* 0 J h t r► LEGEND 30 —► 000 3 -+ vo 0 7 1 XX —► PEAK HOUR TRAFFIC VOLUME v� b P AM PEAK HOUR O 0 Ito sr) � rr. S/ `F� w—p�0 1_ 7 j 9� a � Je T � � °.. 0 0 �o ! r �� p ?00,J �S 0 N r`s m r" k 0 4 R CODA � 70 NON !- `J3 S r 0 4j % r 7 221 h t t* 0):— t t* LEGEND 57 -► 000 58 up 0 3 XX PEAK HOUR TRAFFIC VOLUME [XXX] AVERAGE DAILY TRAFFIC (ADT) VOLUME 0`L� PM PEAK HOUR ■ The Shea Group EXISTING TRAFFIC RE-DISTRUBUTED ONTO FIGURE NO. o Poromel ix company REALIGNMENT NETWORK Q ALDERBROOK RESORT — TRAFFIC IMPACT ANALYSIS V Engineering •Planning •Environmentol • Surveying �t0 s 0� �► O '� ���'► O O 11 a M Y O ` 5 R p6 00 o C. 61 N 8 1 *1 f e 7 1 f e LEGEND 50 —► o00 44 —► v 0 . XX-► PEAK HOUR TRAFFIC VOLUME O O 60 tr. Q rc.�$L /6 � o-A LnCD 1 r ti 1 CC h? n �$ N,s. c7 J 5 t R p6 j �► ~ 04 J � ~ 10 S r j LEGEND 301 'S t f 51 �1 t 84 —► 000 80—► U 4 XX—+ PEAK HOUR TRAFFIC VOLUME 0 7 �� [XXX] AVERAGE DAILY TRAFFIC (ADT) VOLUME p� � OP PM PEAK HOUR ■ The Shea Group PROJECTED 2006 TRAFFIC VOLUMES WITH PROJECT FIGURE NO. a Porometrix company (REALIGNED NETWORK) `7 ALDERBROOK RESORT — TRAFFIC IMPACT ANALYSIS 0 Engineering •Planning •Environmental 9 Surveying Alderbrook Resort—Traffic Impact Analysis VI. TRAFFIC OPERATIONS ANALYSIS were conducted to determine an deficiencies w e study area for the base Traffic analyses er y within the s y year 2002 and projected 2006 horizon year. .Deficiencies are classified into two categories, capacity and safety. Capacity Analysis The acknowledged source for determining overall capacity for arterial segments and independent intersections is the current edition of the Highway Capacity Manual. Capacity analyses were completed for the base year and projected 2006 AM and PM peak period traffic volume scenarios. Capacity analysis results are described in terms of Level of Service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. It ranges from A(very little delay)to F (long delays and congestion). Level of Service C is the concurrency standard adopted by Mason County for the study intersections. Level of service calculations for intersections determine the amount of"control delay" (in seconds) that drivers will experience while proceeding through an intersection. Control delay includes all deceleration delay, stopped delay, and acceleration delay caused by the traffic control device. The level of service is directly related to the amount of delay experienced. For intersections under minor street stop-sign control,the LOS of the most difficult movement (typically the minor street left-turn)represents the intersection level of service. The following table shows the level of service criteria for stop-sign controlled intersections. Table 4 Level of Service Criteria for St Sign Controlled Intersections Average Control Delay Level of Service (seconds/vehicle) A < 10 B >10-15 C > 15-25 D >25-35 E > 35 -50 F > 50 The Shea Group—a Parametrix company Page 17 January, 2003 Alderbrook Resort—Traffic Impact Analysis The capacity analyses were completed for traffic volume conditions expected to occur during the morning and evening peak periods at all study intersections. The analyses were performed using Highway Capacity Software. The analysis was conducted for the following three traffic volume scenarios: • Estimated Base Year 2002 Traffic Volumes (including existing hotel usage) • Projected 2006 Traffic Volumes Without Alderbrook Resort Remodel (on existing network) • Projected 2006 Traffic Volumes With Alderbrook Resort Remodel (on proposed realignment network) The following is a brief description of the operating conditions of the study intersections: SR 106/Dalby Road This intersection currently operates as a four-leg intersection with stop-sign control for the northbound approach of Dalby Road. SR 106 operates as the mainline with no stop control. There is also a southbound driveway approach serving a convenience store. Single shared lanes are provided at each approach. The intersection currently operates at a LOS A in the morning peak hour and LOS B in the evening peak hour. The intersection LOS will remain the same through the 2006 horizon with the Alderbrook Resort Remodel project. SR 106/Beach Drive-(West Resort Driveway) This intersection currently operates under stop-control for the northbound approach of Beach Drive and the southbound approach from the existing Lodge parking area. Single shared lanes are provided for each approach. The intersection currently operates at a LOS A condition during the morning and evening peak periods. The intersection will remain at LOS A through the 2006 horizon with the Alderbrook Resort Remodel project. SR 106/East Resort Driveway This operates as a `tee' intersection with stop-control for the southbound driveway approach. Single shared lanes are provided at each approach. The intersection currently operates at a LOS A during the morning and evening peak hours. The intersection will remain at LOS A through the 2006 horizon with the Alderbrook Resort Remodel project. Tables 5 and 6 show a summary of the operations results for all study intersections. The capacity analysis worksheets are provided in Appendix D. The Shea Group—a Paranmetru company Page 18 January,2003 Alderbrook Resort—Traffic Impact Analysis Table 5 Level of Service(LOS) Summary AM Peak Hour Existing 2002 Projected 2006 Volumes Volumes Without Project With Project Intersection LOS (delay) LOS (delay) LOS (delay) SR 106/Dalby Road A(9.5) A 9.5) A (9.5) SR 106/Beach Drive (West Lodge Driveway) A(9.2) A(9.3) A (9.2) SR 106/East Lodge Driveway A(8.9) A(9.0) A (9.0) -LOS represents the worst minor street approach -Delay values represent the average delay(in seconds)for vehicles on for the worst minor street approach Table 6 Level of Service (LOS) Summary PM Peak Hour Existing 2002 Projected 2006 Volumes Volumes Without Project With Project Intersection LOS (delay) LOS (delay) LOS (delay) SR 106/Dalby Road B (10.2) B (10.4) B (10.4) SR 106/Beach Drive (West Lodge Driveway) A(9.5) A 9.6 A (9.2) SR 106/East Lodge Driveway A(9.1) A(9.1) A (9.2) -LOS represents the worst minor street approach -Delay values represent the average delay in seconds for vehicles on for the worst minor street approach Turn-Lane Warrant Analysis SR 106 is currently a two-lane roadway with no turn lanes at intersections or driveways within the study area. WSDOT has criteria established which, if met, can indicate the potential need for auxiliary turn lanes(right-turn or left-turn). We have analyzed key intersections for right-turn and left-turn lane warrants for the projected 2006 traffic volume scenarios with the proposed realignment. The following is a description of the turn-lane warrants analysis: Dalby Road/SR 106 In the evening peak hour, this intersection will experience a westbound to southbound left-turn demand of 59 vehicles during the evening peak period. The total approaching volume on SR 106 will be 216 vehicles. The left-turning traffic represents 27%of the total traffic on SR 106 approaching the intersection. Based on the WSDOT Left-Turn Storage Guidelines (Two-Lane, Unsignalized) a left-turn lane is not warranted at this location. We also evaluated the eastbound to southbound right-tum movement. During the evening peak hour approximately 83 vehicles will approach Dalby Road eastbound on SR 106. Of the 83 The Shea Group—a Parametrix company Page 19 January, 2003 Alderbrook Resort—Traffic Impact Analysis vehicles, approximately 16 will turn right onto southbound Dalby Road. Based on the WSDOT Right-Turn Lane Guidelines,the projected volumes at SR 106 will not warrant the construction of a right-turn lane. Post Office Driveway/SR 106 Currently, the Post Office is served by two one-way driveways off of SR 106. When SR 106 is realigned,the Post Office driveways will be reconstructed to intersect SR 106 at a single full access driveway south of the current Post Office location. During the 2006 horizon, approximately 30 vehicles will turn left from eastbound SR 106 into the Post Office driveway. This represents 13%of the anticipated total PM peak hour traffic flows (223 vehicles) on SR 106 at the Post Office driveways. Based on the WSDOT Left-Turn Storage Guidelines (Two-Lane, Unsignalized) a left-turn lane is not warranted at this location. No other intersections within the study area are expected to have more than 10 right-turn or left- turn movements from the mainline during the morning or evening peak periods for the 2006 horizon. The turn lane warrant worksheets for the analyses described above are provided in Appendix E. Sight Distance Analysis The realignment of SR 106 will require relocating and/or consolidating several intersections. A sight distance analysis was conducted based on criteria contained in the WSDOT Design Manual for each intersection and road approach that will be modified. None of the intersections analyzed currently exist in the proposed configuration and the sight distance analysis could not be prepared using empirical data. The analysis was prepared using spatial data contained in the topographic survey and design drawings. Horizontal and vertical curvature of the proposed roadway configuration was considered in determining the required sight-distance triangles for each driveway. The results of that analysis are shown in Table 7 below. Figure 10 shows the intersection locations and sight-lines required to maintain acceptable sight distance for each driveway and intersection. Table 7 Intersection Sight Distance Anal sis Location Required Sight ID Station Type Distance Results 1 STA 94+43, L 14 ft., Category I, Template A 280 Meets requirement 558.6 R, 2 STA 95+33, R Dalby Road(County) 570AL Meets requirement 3 STA 95+32, L 14 ft„ Category I, Template A 280 Meets requirement 4 STA 97+41, L 14 ft., Category 1, Template A 280 Meets requirement 5 STA 101+52, L 30 ft., Category I, Template D 280 Meets requirement 6 STA 102+35, L 14 ft., Category I, Template A 280 Meets requirement 7 STA 102+37, R 24 ft,Category I, Template A 280 Meets requirement STA 105+52, 8 L&R 24 ft., Category I, Template C 1 280 Meets requirement The Shea Group—a Parametrix company Page 20 January,2003 Alderbrook Resort—Traffic Impact Analysis Table 7 Intersection Sight Distance Analysis 9 STA 108+35, L 30 ft., Category I, Template D 280 Meets requirement 10 STA 113+47, L 24 ft.,Category 1,Template C 280 Meets requirement 11 STA 115+36, L 14 ft.,Category I, Template A 280 Meets requirement Approach Spacing Criteria WSDOT has specific driveway and intersection approach spacing criteria for each class of State roadway. In the study area, SR 106 is a Class III roadway with 330-foot spacing recommended between all access points on the same sides of the roadway. Although the realignment project will improve some of the minor accesses, the recommended spacing cannot be met at all locations. Narrow property widths and sight-distance restrictions limit the ability to meet the recommended 330-foot spacing. Each opportunity to fully maximize the distance between accesses and combining approaches will be investigated during the final design of the project. The Shea Group—a Paranzetrix company Page 21 January, 2003 PROJECT LIMITS I IPROJECT LIMITS 1 1 1 i � f PROJECT LIMITS � f 1 LEGEND OINTERSECTION ID NUMBER (SEE TABLE 7) SIGHT DISTANCE REQUIRED FOR CORRIDOR ■ The Shea Group FIGURE NO. o Porometrix company 10 Engineering •Plonning• Environmental •Surveying Alderbrook Resort—Traffic Impact Analysis VII. MITIGATION The Alderbrook Resort has been in operation in its current location for over 50 years. The proposed remodeling project will decrease the number of rooms from 96 to 90 which will decrease the trip generation potential of the site. Based on the reduction in traffic potential, there is no off-site mitigation requirement for this project. A key component of the project is the realignment of a segment of SR 106. The roadway realignment requires upgrade of SR 106 to current WSDOT standards. The design of the proposed realignment is currently proceeding with assistance from WSDOT design staff. Several design elements have been evaluated in this report including: • Right-turn and left-turn lane requirements • Sight distance requirements • Access spacing criteria Realignment of the roadway will improve safety and operations for vehicle and pedestrian traffic. Benefits include improved access control, less pedestrian/vehicle conflict(by providing all parking on the same side of the street as the Resort), and improving the intersection geometrics at Dalby Road. Since this project is 100%privately funded,no state or county funds will be required for construction of these transportation improvements to SR 106. The Shea Group—a Parametrix company Page 23 January, 2003 Alderbrook Resort—Traffic Impact Analysis VIII. CONCLUSIONS The Alderbrook Resort project includes remodel and upgrade to the existing resort facility. The project will reduce the number of rooms from 96 to 90. A significant component of the project is the realignment of SR 106. The realignment will improve the safety and operation of the roadway. In this study we have evaluated the existing and future traffic volumes at key intersections. Based on the analysis, all of the study intersections will operate at acceptable levels of service through the 2006 horizon. The design of the new section of SR 106 is currently underway. WSDOT personnel are assisting in determining the appropriate design requirements. All of the expense of construction of the roadway realignment will be the responsibility of private development. The Shea Group—a Parametrix company Page 24 January,2003 Alderbrook Resort—Traffic Impact Analysis Appendix A Turning Movement Count Worksheets I99'0 6ZL'0 E9L'0 009'0 Joloej Head VT Z 0 IT I ZT E T 0 8 61 1 £T S 0 1 0 0 T 0 awnl0q WV 9T:L0 WV SV•:80 WV OE:LO WV 94:L0 lul 481H I's Wo Z79 L'6Z T'LI I'L1 67 679 9'8 9'94 811b 0'0 0'0 0'09 0'09 0'0 1uao18d LE E 0 EZ IT 98 9 9 T ZZ 89 S LZ 9Z 0 Z 0 T T 0 awnlOA WVOO:LO WV00:80 WV0E:L0 WV9I:L0 4oeoiddVAS 110 T Head-WV S6:80 01 WV OO:LO w0'j JnoH Nead Z69'0 8LL'0 BOL'0 005'0 joloed Nead ET Z 0 6 Z 6 Z I T S ST T L OT 0 T 0 0 1 0 8wnl0p WV 91:80 WV O£:80 WV 9tr:LO WV 54:L0 10148!H 099'0 J013ej lead VE OT 0 0 S S S 0 T T E ST 1 L 01 0 T 0 0 I 0 awnlon 0nv n - 9'S 010 1'19 E'EE L'OT VT T'L L'09 8'L £'SE 6'94 0'0 0'0 0'09 0'09 0'0 luaw LIT 9E Z 0 ZZ ZT SZ E 9 Z LT 19 U 81 6Z 0 L 0 1 T 0 awnl WV9b:L0 u0.Qa- -_-• 110 I Nead-WV Sb:80 01 WV OO:LO woj j jnoH Nead lelollul 1e101 N--1 4a1 N41 14aiv "ol Norul 481 ru41 woo lelol Noful Mal NUl 1481U lelol NoOrl 401 Tutu 140111 awuVMS ddy ddy ddy •ddy IsaM word 41noS wad Ise3 wad 411oN wad 901-2JS (IN ABIV(] 90l-NS l.AWAG £ITZ 189 8*8 0'0 ZS'TV 9 OZ Z I Lip 6'V T L•b1 V 17 I£9 46 0 L•L 44 V Ebb 00'0 Z O 00'0 0'0S 0*09 00'0 %;aiddV ipuejg 901 TE E 0 6T 6 SE 9 9 T ZZ 6E £ £T EZ 0 T 0 T 0 0 lelol EZ 9 T 0 Z Z ZT E 1 0 8 9 0 Z V 0 0 0 0 0 0 WVSb:80 ZE TT 0 0 8 E 6 Z I I S ZT 0 4 8 0 0 0 0 0 0 Wy0£:SO ZE ET Z 0 6 Z L 0 £ 0 V ZT Z Z 8 0 0 0 0 0 0 WV9T:80 61 L 0 0 0 Z L I T 0 S 6 I S £ 0 1 0 1 0 0 WV00:80 SOT L£ E 0 EZ TT ZT I T T 6 SS b T£ OZ 0 1 0 0 I 0 Mol VE OT 0 0 S 9 S 0 T T E 8T I L OI 0 1 0 0 1 0 WVSb:LO LZ L 0 0 9 T T 0 0 0 I 6T I ET S 0 0 0 0 0 0 WVOE:LO SZ bT Z 0 ST I E 0 0 0 E 8 0 9 Z 0 0 0 0 0 0 WVST:LO 6T 9 T 0 T 4 E- T 0 0 Z O1 Z S E 0 0 0 0 0 0 WV00:L0 0.1 0'T 0-T 0-T 0-T 0.1 0.1 0'T 0'T 0'I 0'1 01O'1 0'T 0'I 0'1 i0loej k�F �dtl� NoNl llal N41 148!N ,ddv N0N1 4-1 -41 142W !ddd Pful 491 0i41 WIN 1ddd NoNl lJel ru41 142!1! aw1Ue1S IsaM wad 41noS wad IS83 w01d LIVON wad 90L-Hs CH X91VG 90l-8S AMAH(l Al JVV :ld-Pslwld S na!] I ON a5od ZINt t7EZO9HS VTO#001 Z00Z/LZ/ZI : alBOWIS 901-81 10000000: apo0GI!S 9T18-16b-09E 0H,181d0 V100SE9HS: aweN @I!3 C0986 NOlJNIHSVM `A3OVl N019NIHSVM `AOOH Its 961-8 AMH W13,1 0Z8V 'ONI `Anooijiv 1 TRAFFICOUNT, INC. 4820 YELM HWY B-195 A !ROOK, WASHINGTON LACEY, WASHINGTON 98503 File Name :SHG35001A D..__. .ZD 360-491-8116 Site Code :00000001 'SR-106 Start Date : 12/17/2002 .LOC#01A SHG02344M2 Page No :2 DRVWY SR-106 DALBY RD SR-106 From North From East From South From West Start Time Right Thru Lett Truck App. Right Thru Left Truck App' Rlgh[ Thru Left Truck App. Right Thru Left Truck App, Int.Total Total Total Total Total leak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 Intersection 07:45 AM Volume 0 1 1 0 2 0 29 18 4 51 17 2 6 3 28 12 22 0 2 36 117 Percent 0.0 50.0 50.0 0.0 0.0 56.9 35.3 7.8 60.7 7.1 21.4 10.7 33.3 61.1 0.0 5.6 07:45 Volume 0 1 0 0 1 0 10 7 1 18 3 1 1 0 5 5 5 0 0 10 34 Peak Factor 0.860 Hlgh Int. 07:45 AM 07:45 AM 08:30 AM 08:15 AM Volume 0 1 0 0 1 0 30 7 1 18 5 1 1 2 9 2 9 0 2 13 Peak Factor 0.500 0.708 0.778 0.692 r� DRVWY I LI I l 4 Right Thru Left Truck 0 T` North � o c � 12/17/02 7:45:00 AM rn 12/17/02 8:30:00 AM rn, m 2 Y PRIMARY � ` C F F 4-1 T r Left Thru Riaht Truck Out In Total Q N ly N O O O N r LO O , O m O _1 O _ m ct m M m N O M N 1` O O S O N c 2 M O 3 N M m A t0 m g N O e-i •i a un 0 0 0 0 0 0 0 0 0 0 0 o n N y CU = o o Q CO p O z o00 0 00 0 Z U N gyp+ R m o.c Cc O LL U) U) d Q r N C U o LL o 0 0 0 0 0 0 000000 00000 o o 0 tD N r 000000 00000 0 0 o t 1° 0m QM atOoam E o a 8 In v '. U O cu i� io 0 O 0 LL o 0 0 0 0 0 0 0 0 0 0 0 0 0 2 ri o d 00 O tG Q C '• N L N 1• CO M M /� oo m < LL 7 h r LL O 0U) CIO CD o 0 0 0 0 0 0 0 0 0 0 0 U) p 2 0 0 0 0 0 0 0 Lo LO U `2 O LL r o 0 V a) 00 >-LL- o Z Q) cr O CD Q J O O — N N .+ OO Z 14 2H EE m v Q aNNa [n m N .Oi -n 7! N Z BOLL 000000 00000 0 0 o c C.Do 0 S Z '0 .. VN c o .. 000 .. -+ ooN M o o 2 o 0 Cc W ¢ O m � N � a L� � � � cl O O N y ( r N cn ~ [V�� o E o 0 0 0 0 0 0 0 0 0 0 0 g2 C,) 0 2 0 0 0 0 0 0 0 W N LL o 0 O W J ry in 2L 0 0 o Q O Q O O Q O LL 2 00o000 o 0 0 0 0 0 0 0 °p o o o � s O 00 0 0 0 0 0 -• 000000 0 o 0 0 0 0 o O o 0 0 0 ?o o c o J n Z n o 0 0 0 0 0 0 0 0 0 0 0 o a O < r o W 0 0 0 0 0 Z 0 Z W o o o o o o 0 0 0 0 0 0 `o `o t 2 O U o r 02 a'Oi o00 o m o , N Z r o00000 o00oo o 0 0 > a o a Z > E c o LL 9 S d 0 Z m f uai U) lyLL o 000000 00000 0 0 o 0 Q M " w< 0 o 0 N g m Q o p o 0 oo0O d 00 o e� iri moo, o YO Z C3 m o00000 00000 0 0 0 < 0 o ao LLJ S 0 0 m o c w m m 0 O U U) ¢ E ti E w E 3 E E '_' E m E O LL. N E ' aa ¢ a '' aaaa c =° ae ac o > ati Ax > m of c> a = > O O O F o o n o n = o t2 o n r 5 H t m LL Q d p e o .. c� A 0 m y a n o a m m a F-- .-I * 3 r i� - n is a6 cd a6 a r 'o o 'o (n U m o 0 0 o o o o o _ 0 Q. 0 Y Y TRAFFICOUNT, INC. 4820 YELM HWY B-195 ,A ROOK, WASHINGTON LACEY, WASHINGTON 98503 File Name :SHG35002A P— _..FICE DRVWY 360-491-8116 Site Code :00000002 �SR-106 Start Date : 12/17/2002 BLOC#02A SHG02344M2 TURNS ONLY Page No :2 N DRVWY(GATED) SR-106 POST OFFICE SR-106 / From North From East From South From West Start Time Right I Thru I Left App.Total Right I Thru Left App.Total Right Thru Left App.Total Right Thru Left App.Total Int.Total Peak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 Intersection 07:30AM Volume 0 0 0 0 0 0 4 4 2 0 7 9 5 0 0 5 18 Percent 0.0 0.0 0.0 0.0 0.0 100.0 22.2 0.0 77.8 100.0 0.0 0.0 08:15Volume 0 0 0 0 0 0 3 3 1 0 3 4 3 0 0 3 10 Peak Factor 0.450 High Int. 6:45:00 AM 08:15 AM 08:15 AM 08:15 AM Volume 0 0 0 0 0 0 3 3 1 0 3 4 3 0 0 3 Peak Factor 0.333 0.563 0.417 N DRVWY(GATED) Right T ru Left �J L♦ T III North c 2 0 12/17/02 7:30:00 AM 12/17/02 8:15:00 AM rn PRIMARY 4- T Fo Out In Total TRAFFICOUNT, INC. 4820 YELM HWY B-195 Al (ROOK,WASHINGTON LACEY, WASHINGTON 98503 File Name :SHG35003A PEACH LANE DR/LODGE DRVWY 360-491-8116 Site Code : 00000003 313-106 Start Date : 12/17/2002 LOC#03A SHG02344M2 Page No : 1 Group s Printed-PRIMARY LODGE DRVWY SR-106 BEACH LANE DR SR-106 From North From East From South From West Start Time Right Thru Left Truck APP. Right Thru Left Truck App' Right Thru Left Truck App' Right Thru Left Truck App. Fxclu. Inclu. Int Total Total Total Total Total Total Total Factor 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 1.0 1.0 1.0 07:OOAM 0 0 0 0 0 0 7 0 1 7 1 0 1 0 2 1 3 0 1 4 2 13 15 07:15 AM 0 0 0 0 0 0 9 0 0 9 0 0 0 0 0 0 14 0 3 14 3 23 26 07:30 AM 0 0 0 0 0 0 19 0 1 19 0 0 0 0 0 0 7 0 0 7 1 26 27 07:45 AM 0 0 0 0 0 0 13 0 1 13 1 0 0 0 1 0 7 0 0 7 1 21 22 Total 0 0 0 0 0 0 48 0 3 48 2 0 1 0 3 1 31 0 4 32 7 83 90 08:00 AM 0 0 0 0 0 0 7 0 1 7 0 0 0 0 0 0 5 0 1 5 2 12 14 08:15 AM 0 0 0 0 0 0 11 0 2 11 0 0 1 0 1 1 8 1 2 10 4 22 26 08:30AM 0 0 0 0 0 0 10 1 0 11 0 0 1 0 1 0 11 0 1 11 1 23 24 08:45AM 0 0 0 0 0 0 3 1 1 4 1 0 2 0 3 0 12 0 5 12 6 19 25 Total 0 0 0 0 0 0 31 2 4 33 1 0 4 0 5 1 36 1 9 38 13 76 89 Grand Total 0 0 0 0 0 I 0 79 2 7 81 I 3 0 5 0 8 2 67 1 13 70 20 119 171 Apprch% 0.0 0.0 0.0 0.0 97.5 2.5 37.5 0.0 62.5 2.9 95.7 1.4 Total% 0.0 0.0 0.10 0.0 0.0 49.7 1.3 50.9 1.9 0.0 3.1 5.0 1.3 42.1 0.6 44.0 11.2 88.8 LODGE DRVWY SR-106 BEACH LANE DR SR-106 i From North From East From South From West Start Time Right I Thru I Left App.Total Right Thru Left App.Total Right I Thru Left App.Total Right Thru Left App.Total Int.Total eak Hour From 07:00 AM to 08:45 AM-Peak I of 1 Intersectlon 07:00AM Volume 0 0 0 0 0 48 0 48 2 0 1 3 1 31 0 32 83 Percent 0.0 0.0 0.0 0.0 100.0 0.0 66.7 0.0 33.3 3.1 96.9 0.0 rVolume 0 0 0 0 0 19 0 19 0 0 0 0 0 7 0 7 26 -dk Factor 0.798 High InL 6:45:00 AM 07:30 AM 07:00 AM 07:15 AM Volume 0 0 0 0 0 19 0 19 1 0 1 2 0 14 0 14 Peak Factor 0,632 0.375 0.571 .eak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 By Approach 07:00 AM 07:30 AM 08:00 AM 08:00 AM Volume 0 0 0 0 0 50 0 50 1 0 4 5 1 36 1 38 Percent - - - 0.0 100.0 0.0 20.0 0.0 80.0 2.6 94.7 2.6 High InL 07:30 AM 08:45 AM 08:45 AM Volume 0 19 0 19 1 0 2 3 0 12 0 12 Peak Factor 0.658 0.417 0.792 TRAFFICOUNTr INC. 4820 YELM HWY B-195 al ROOK,WASHINGTON LACEY, WASHINGTON 98503 File Name :SHG35003A BE.._.. -ANE DR/LODGE DRVWY 360-491-8116 Site Code :00000003 iR-106 Start Date : 12/17/2002 ,.00#03A SHG02344M2 Page No :2 LODGE DRVWY SR-106 BEACH LANE DR SR-106 From North From East From South From West Start Time Right I Thru I Left App.Total Right I Thru Left I App.Total Right I Thru Left App.Total Right Thru Left App.Total I IntTotal I eak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 Intersection 07:OOAM Volume 0 0 0 0 0 48 0 48 2 0 1 3 1 31 0 32 83 Percent 0.0 0.0 0.0 0.0 100.0 0.0 66.7 0.0 33.3 3.1 96.9 0.0 07:3OVolume 0 0 0 0 0 19 0 19 0 0 0 0 0 7 0 7 26 Peak Factor 0.798 High Int. 6:45:00 AM 07:30 AM 07:00 AM 07:15 AM Volume 0 0 0 0 0 19 0 19 1 0 1 2 0 14 0 14 Peak Factor 0.632 0.375 0.571 uLODGE DRVW,YTY I ul I of Ri iht Thru Left T * _ ~ �) North L1°� o -c .c`—/ 12/17/02 7:00:00 AM 4—? A ai ~ 2/17/02 7:45:00 AM c CD tPRIMARY r LJ ;—CD T r Thr Out In Total �I TRAFFICOUNT, INC. 4820 YELM HWY B-195 Al ROOK,WASHINGTON LACEY, WASHINGTON 98503 File Name :SHG35003P BEACH LANE DR/ LODGE DRWWY 360-491-8116 Site Code :00000003 ;R-106 Start Date : 12/17/2002 A LOU 03P SHG02344M2 Page No : 1 Group s Printed-PRIMARY LODGE DRVWY SR-106 BEACH LANE DR SR-106 From North From East From South From West Start Time Right Thru Left Truck App' Right Thru Left Truck App. Right ThN Left Truck App' Right Thru Left Truck App' EJCIU. Inclu. Int Total Total Total Total Total Total Total Factor 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 1.0 1 1.0 1.0 04:00 PM 0 0 0 0 0 0 18 3 2 21 1 0 0 0 1 0 12 0 0 12 2 34 36 04:15 PM 0 0 0 0 0 0 10 2 0 12 0 0 1 0 1 2 22 0 0 24 0 37 37 04:30 PM 0 0 0 0 0 0 13 1 0 14 3 0 0 0 3 0 12 0 0 12 0 29 29 04:45 PM 0 0 0 0 0 0 12 1 0 13 0 0 0 0 0 1 14 0 0 15 0 28 28 Total 0 0 0 0 0 0 53 7 2 60 4 0 1 0 5 3 60 0 0 63 2 128 130 05:00 PM 0 0 0 0 0 0 11 1 1 12 0 0 0 0 0 0 8 0 0 8 1 20 21 05:15 PM 0 0 0 0 0 0 9 0 0 9 1 0 1 0 2 2 14 0 0 16 0 27 27 05:30 PM 0 0 0 0 0 0 8 2 0 10 0 0 0 0 0 0 12 0 0 12 0 22 22 05:45 PM 0 0 0 0 0 1 0 5 2 0 7 1 0 0 0 1 0 3 0 1 3 1 11 12 Total 0 0 0 0 0 1 0 33 5 1 38 2 0 1 0 3 2 37 0 1 39 2 80 82 Grand Total 0 0 0 0 0 0 86 12 3 98 I 6 0 2 0 B I 5 97 0 1 102 4 208 212 Apprch% 0.0 0.0 0.0 0.0 87.8 12.2 75.0 0.0 25.0 4.9 95.1 0.0 Total% 0.0 0.0 0.0 0.0 0.0 41.3 5.8 47.1 I 2.9 0.0 1.0 3.8 2.4 46.6 0.0 49.0 1.9 98.1 LODGE DRVWY SR-106 BEACH LANE DR SR-106 From North From East From South From West Start Time Right Thru I Left App.Total Right I Thru Left I App.Total Right I Thru Left App.Total Right Thru Left App.Total Int.Total 3ak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersection 04:00 PM Volume 0 0 0 0 0 53 7 60 4 0 1 5 3 60 0 63 128 Percent 0.0 0.0 0.0 0.0 88.3 11.7 80.0 0.0 20.0 4.8 95.2 0.0 Volume 0 0 0 0 0 10 2 12 0 0 1 1 2 22 0 24 37 reakFactor 0.865 High Int 3:45:00 PM 04:00 PM 04:30 PM 04:15 PM Volume 0 0 0 0 0 18 3 21 3 0 0 3 2 22 0 24 Peak Factor 0.714 0.417 0.656 eak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 By Approach 04:00 PM 04:00 PM 04:00 PM 04:00 PM Volume 0 0 0 0 0 53 7 60 4 0 1 5 3 60 0 63 Percent - - 0.0 88.3 11.7 80.0 0.0 20.0 4.8 95.2 0.0 High Int. - 04:00 PM 04:30 PM 04:15 PM Volume 0 18 3 21 3 0 0 3 2 22 0 24 Peak Factor 0.714 0.417 0.656 TRAFFICOUNT, INC. 4820 YELM HWY 13-195 A BROOK,WASHINGTON LACEY, WASHINGTON 98503 File Name :SHG35003P BL._.. JANE DR/LODGE DRVWY 360-491-8116 Site Code :00000003 >R-106 Start Date : 12/17/2002 -OC#03P SHG02344M2 Page No :2 LODGE DRVWY SR-106 BEACH LANE DR SR-106 From North From East From South From West Start Time Right I Thru I Lek App.Total Right Thru Left App.Total Right I Thru Left App.Total Right Thru Left App.Total Int.Total Reak Hour From 04:00 PM to 05:45 PM.Peak 1 of 1 Intersection 04:00 PM Volume 0 0 0 0 0 53 7 60 4 0 1 5 3 60 0 63 128 Percent 0.0 0.0 0.0 0.0 88.3 11.7 80.0 0.0 20.0 4.8 95.2 0.0 04:15Volume 0 0 0 0 0 10 2 12 0 0 1 1 2 22 0 24 37 Peak Factor 0.865 High Int. 3:45:00 PM 04:00 PM 04:30 PM 04:15 PM Volume 0 0 0 0 0 18 3 21 3 0 0 3 2 22 0 24 Peak Factor 0.714 0.417 0.656 LODGE DRVWY I ul Right Thru Left � North � to —� 12/17/02 4:00:00 PM 1-2 cn 12/17102 4:45:00 PM m LowPRIMARYrr 1 1 4-1 T r+ Left Thru R ciht Out In Total TRAFFICOUNT, INC. 4820YELM HWY B-195 A IROOK, WASHINGTON LACEY, WASHINGTON 98503 File Name :SHG35002SP POST OFFICE DRVWY 360-491-8116 Site Code :00000002 SR-106 Start Date : 12/17/2002 IOC#02SP SHG02344M2 TURNS ONLY Page No : 1 Groups Printed-PRIMARY N DRVWY(GATED) SR-106 POST OFFICE DRVWY SR-106 From North From East From South From West App. App. App. App. Fxdu. Inclu. Int. StartTlme Right Thru Left Truck Right Thru Left Truck Right Thru Left Truck Right Thru Left Truck Total Total Total Total Total Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 To 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 0 0 0 0 0 0 0 1 0 1 2 0 4 0 6 9 0 0 0 9 0 16 16 04:15 PM 0 0 0 0 0 0 0 1 0 1 1 0 7 0 8 8 0 0 0 8 0 17 17 04:30 PM 0 0 0 0 0 0 0 2 0 2 0 0 4 0 4 3 0 0 0 3 0 9 9 04:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 3 0 4 2 0 0 0 2 0 6 6 Total 0 0 0 0 0 0 0 4 0 4 1 4 0 IS 0 22 22 0 0 0 22 0 48 48 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 2 2 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 3 0 0 0 3 0 6 6 05:30 PM 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 0 2 2 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 1 0 1 0 0 6 0 6 3 0 0 0 3 0 10 10 Grand Total 0 0 0 0 0 0 0 5 0 5 4 0 24 0 28 25 0 0 0 25 0 58 58 Apprch% 0.0 0.0 0.0 0.0 0.0 10 0 14.3 0.0 85.7 10 0 0.0 0.0 Total% 0.0 0.0 0.0 0.0 0.0 0.0 8.6 8.6 6.9 0.0 41.4 48.3 43.1 0.0 0.0 43.1 0-0 100.0 N DRVWY(GATED) SR-106 POST OFFICE DRVWY SR-106 From North From East From South I From West Start Time Right I Thru I left App.Total Right I Thru Left I App.Total I Right I Thru Left App.Total I Right Thru Left App.Total IntTotal Peak Hour From 04:00 PM to 05:45 PM-Peak i of 1 -"ersection 04:00 PM Volume 0 0 0 0 0 0 4 4 4 0 18 22 22 0 0 22 48 Percent 0.0 0.0 0.0 0.0 0.0 100.0 18.2 0.0 81.8 100.0 0.0 0.0 uv:iSVolume 0 0 0 0 0 0 1 1 1 0 7 8 8 0 0 8 1T Peak Factor 0.706 High Int. 3:45:00 PM 04:30 PM 04:15 PM 04:00 PM Volume 0 0 0 0 0 0 2 2 1 0 7 8 9 0 0 9 Peak Factor 0.500 0.688 0.611 Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 By Approach 04:00 PM 04:00 PM 04:00 PM 04:00 PM Volume 0 0 0 0 0 0 4 4 4 0 18 22 22 0 0 22 Percent - - 0.0 0.0 100.0 18.2 0.0 81.8 100.0 0.0 0.0 High Int. - 04:30 PM 04:15 PM 04:00 PM Volume 0 0 2 2 1 0 7 8 9 0 0 9 Peak Factor 0.500 0.688 0.611 TRAFFICOUNT, INC. 4820YELM HWY 13-195 X !ROOK, WASHINGTON LACEY, WASHINGTON 98503 File Name :SHG35002SP PI DRVWY 360-491-8116 Site Code :00000002 3R-106 Start Date : 12/17/2002 tOC#02SP SHG02344M2 TURNS ONLY Page No :2 N DRVWY(GATED) SR-106 POST OFFICE DRVWY SR-106 i From North From East From South From West Start Time Right Thru left App.Tota[ Right I Thru I Right I Thru Left I App.Total I Right I Thru Left I App.Total In-Total Qeak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersection 04:00 PM Volume 0 0 0 0 0 0 4 4 4 0 18 22 22 0 0 22 48 Percent 0.0 0.0 0.0 0.0 0.0 100.0 18.2 0.0 81.8 100.0 0.0 0.0 04:15Volume 0 0 0 0 0 0 1 1 1 0 7 8 8 0 0 8 17 Peak Factor 0.706 High Int 3:45:00 PM 04:30 PM 04:15 PM 04:00 PM Volume 0 0 0 0 0 0 2 2 1 0 7 8 9 0 0 9 Peak Factor 0.500 0.688 0.611 N DRVWY(GATED) T� Right TTu Le,ft North o rn tLE2 12/17/02 4:00:00 PM —2 A N 21 m 7102 4:45:00 PM 5I'1 �E°—' IMAR r n� *, T r Left Thru Riaht Out In Total TRAFFICOUNT, INC. 4820 YELM HWY B-195 'A ROOK, WASHINGTON LACEY, WASHINGTON 98503 File Name :SHG35002NP .FUHNI I URE STORE DRVWY 360-491-8116 Site Code :00000002 SR-106 Start Date : 12/17/2002 �LOC#02NP SHG02344M2 TURNS ONLY Page No : 1 Group s Printed-PRIMARY FURNITURE STORE DRVWY SR-106 S DRVWY(GATED) SR-106 From North From East From South From West Start Time Right Thru Left Truck App. Right Thru Left Truck A,, Right Thru Left Truck App' Right Thru Lett Truck App. Fatalxclu. (Total InL Total Total Total Total Total Total Total Factor 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 1.0 1.0 1.0 04:00 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 04:15 PM 1 0 2 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 3 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 2 0 2 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 4 05:00 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 05:15 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 2 2 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 3 3 Grand Total 4 0 2 0 6 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 7 7 Apprch% 66.7 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100. 0 Total% 57.1 0.0 28.6 85.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 14.3 14.3 0.0 100.0 FURNITURE STORE DRVWY SR-106 S DRVWY(GATED) SR-106 From North From East From South From West Start Time I Right I Thru I Left App.Total Right Thru Left I App.Total Right I Thru Left App.Total Right Thru Left Apo Total Int.Total Peak Hour From 04:00 PM to 05:45 PM•Peak 1 of 1 -en:ection 04:00 PM Volume 2 0 2 4 0 0 0 0 0 0 0 0 0 0 0 0 4 Percent 50.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _..5Volume 1 0 2 3 0 0 0 0 0 0 0 0 0 0 0 0 3 Peak Factor 0.333 High Int. 04:15 PM 3:45:00 PM 3:45:00 PM 3:45:00 PM Volume 1 0 2 3 Peak Factor 0.333 Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 By Approach 04:00 PM 04:00 PM 04:00 PM 04:30 PM Volume 2 0 2 4 0 0 0 0 0 0 0 0 0 0 1 1 Percent 50.0 0.0 50.0 - - - - 0.0 0.0 100.0 High Int. 04:15 PM 05:15 PM Volume 1 0 2 3 0 0 1 1 Peak Factor 0.333 0.250 TRAFFICOUNT, INC. 4820 YELM HWY B-195 ,AI ROOK, WASHINGTON LACEY, WASHINGTON 98503 File Name :SHG35002NP FL......J R E STORE DRVWY 360-491-8116 Site Code :00000002 SR-106 Start Date : 12/17/2002 BLOC#02NP SHG02344M2 TURNS ONLY Page No :2 FURNITURE STORE DRVWY SR-106 S DRVWY(GATED) SR-106 From North From East From South From West StartTlme Right I Thru Left App.Total Right Thru Left App.Total I Right Thru Left App.Total Right Thru Left App.Total Int.Total ,Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersection 04:00 PM Volume 2 0 2 4 0 0 0 0 0 0 0 0 0 0 0 0 4 Percent 50.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 04:15Volume 1 0 2 3 0 0 0 0 0 0 0 0 0 0 0 0 3 Peak Factor 0.333 High Int. 04:15 PM 3:45:00 PM 3:45:00 PM 3:45:00 PM Volume 1 0 2 3 Peak Factor 0.333 FURNITURE RV ITURE STORE DRW VVY I u� I 41 Right Thru Left T ) North co co—► 2/17/02 4:00:00 PM 2 0 vi 2/17/02 4:45:00 PM Ind,m PRIMARY j � rrJ Left Thru i Out In Total wivuviriv 11): /\1 U _� (i r__�..Y� W -`5 �s`C f C ri INTERSECTION SKETCH COMMENTS: INTERSECTION SKETCH t � ps4 �Q' ` CIoSGrJ CIOS�t� � ;f, --- .� 77 C7 :=q v Close CQ i . •... •... • In���ln 1� illf• 1111 11 1 IIl:1nl1 11 Jlfl /1111/-I. _ I 1 INTERSECTION SKETCH r -Z- �, 01 10 D Alderbrook Resort—Traffic Impact Analysis Appendix B Traffic Volume Calculation Worksheets z (D CD fu y vCD DDO D S = N a S (D (D X 'U v 0 CD (T (D n m 0v z x7' zi E X m z: ai m : z in m z: vi r o a W cQ z CD -D 0 �. � � � �c 0 0) cn 4 w- N � O tD`oo.r[ o) cn � ►;s ;-� ,�, � O co oq:�: rn cn t W,c �. : Movement Number o Existing 2002 traffic — 0 O fV G? -*: -' O O b C? O OW O :G O LJ O w A N d rn: O N N V: — CON O -' b g O on realigned network D . (D Adjusted to Annual o ca:o -�: o 0'.o 0 CO O.40 o 0 0 cn ca v o0 0 U, oa W w rn o i 0o v .46 Average (1.25) N o N W C. o a o o w o`o 0 0 0 CO cn ra a bo 0 0 oo w: WCO o ::� o Projected 2006 traffic n on proposed network »:: >:: .:...:.:.::::: Project traffic on N -1 N O -�O :s :O � � � N 0 D 0 :O O O:O W O O C):.0 0 cy, :O:P -+ N O:O:O?O v Proposed Network ; Oo Cn � ....... ........ ................ ........:.... .. ....... > > 11 -� GJ: IV -� � 1:{J 00 Cn O:O O O O O Cn I. O... O Ca oP W;:N. N A O a:� p Total m C C C7 O � Ln C7.......'�: � s .... N Q1 < G� cQ o (D S n (D 3 Cr (D Y U Y N � O cu .0 CU O Y C C � O C O Z NO '0 _U Q N O D Z C) 0 O N N C N t6 C a O fl Ec: a) - Q- ym O oCL L o oo aa sIntersection 2 w o Q < o East vOi Resort Access lt... 2....: 0:: 1 ;:1 W B rt 3 0 0 0 4 4 th 4 42 53 57 1 58 .............. .::.'I................................. 4 Column A: April and December 2002 turning movement counts redistributed onto proposed network. Shown on Figure 8. Column B: Adjusted to annual average volumes by applying 1.25 factor to Column A. Column C: Estimated 2006 background volumes(Column B volumes increased by 8%). Column D: Total Site Generated Traffic. Shown on Figure 6. Column E: Total 2006 Traffic Assignment(Column C+Column D). Shown on Figure 9. M 0 0 _ W � 7 CD M D O D 0• D (0 (D ; : IDa `� c0i CD Cr CD 0 m o, z CD 0x � � E x m z: m z: m z to °con300 00. m a�4 0o m oo: Co �_ 41 CD ao oo .......... W ' (n Z D CD CDCD . . —� o (D c) CT) cn e:i aci .y: a) cn cw:r i:: ,�, cn �:�:rn cn A <;i ni::�:Movement Number o 0 cn cn N cn V ►: P i w A cn Existing 2002 traffic 3 0 O CO W ':CS: :V W O N d : N -I O O O A :P:C}:OQ O V N: .:Q:CO: O'Q:�': D p on realigned network N D fD V rn N �, CO ::i � cn � Cn rn Adjusted to Annual 0 m -�:O::CTc CO O O W::0.::W: CO o:Q:O:O: O O cn cii:C3 w: O co cn cn Q (D. , O O:s�: 0 �l Average (1.25) �, V W � o ::: : rn s (n rn Projected 2006 traffic O O A:s:O :CT[ (O N O CJ::O:W O V O:Q:O:S� O Cn Cn:L3 .?: O W O : :: ::W:Cn (O O:O:O::O: 0 on proposed network ' Project traffic on N :":-m+:^4 O V O C3::O.:0 O CO O C7:0:0: O -A O O: O::W. A Cn O:E3:Q:O v Proposed Network ;; o CA � 7 CO i:_i'. V .a W W N. O �.. ... (n:Cn V C C cn o A....... fFt 0 1� �i: 0 O O:C?:0:0 O O� Cn CSi:C3 A: O V 0):�.... a�:c� o:o:o::o Total m ... ....... ..... . D G� ......... .......... ........ ......... (0 o 0 � CD =r 0 CD 3 Q CD T v n 0 U �C O O CU 7 C p E way Cc � o :3N C Q N 0 0 U Z O O N N 4-- Z N N A N O N E �'— 0) O- (n w (� N Q O > fn 7 fl n (a O O O O 0 Intersection Z> w o Q Q a` o a a- F- East Resort Access .SB rt: 1 fl 0 a 3. 3 ....... . ............ . W B rt 3 0 0 0 3 3 th 4 60 75 81 1 82 8.. 8 ..... . . ...... Column A: April and December 2002 turning movement counts redistributed onto proposed network. Shown on Figure 8. Column B: Adjusted to annual average volumes by applying 1.25 factor to Column A. Column C: Estimated 2006 background volumes(Column B volumes increased by 8%). Column D: Total Site Generated Traffic. Shown on Figure 6. Column E: Total 2006 Traffic Assignment(Column C+Column D). Shown on Figure 9. o -D W C p v DDO D 0 CD � CD � `� mom v CD n `� 0 CD Cr x. n O ao � o . o p cn c X m z: m: z m m z: vi Q CD CD 00 CO w: pp ::. m f19: CO 'W: W W W. CU: CO .....::W co -U m K M 7 CD�'�..�. � � \V .'. .. .. �N .S OD V: CA Cn A {.J. AD. -A.W N -4 , w N �- �N � —:CD I OD. 14: rn Cn � w Ya:m: Movement Number � o' 0 o 1 N . µ: 1 CO, CO N 1 1 1 �, Existing 2002 traffic 3 0 1 0 0 0 6 O, O N :w O 4:4. CD N N: N V: ao O O .a �:O D p on existing network (n D CD w 1 cn W. cn w 1..Cn. N 1 N N w Adjusted to Annual O CO W 1 O Q O P CO.CO w :fS CO Cb �.O. O CO Cn � w -� w a) O 1 1 W !A Average (1.25) 1 y y. Existing Project NNOC? -' o: 001 vioO :FQ Cnoo..N owoo0ia: 1 — op.o :o traffic on Existing n Network Base Year 2002 with P) C" 1 p .a''.': CO CO to CO Cn CD O .OD W.N. N w O g -� �.o Existing Hotel on v s O CO O Existing Network o D D p 1 �'j. 1 v, 1 j �. tii. rn w � M. N s Projected 2006 traffic > N W.: Cn O ti.OWO -4 W: OOC40)MW.,0): Cn0O O m v N on existing network D G) O o 0— CD n CD 3 Cr CD A B C D E � U N N 3 (p E CO O C N C Y w _ O C: LOZ O C Q N a) X O C 0 0) p v O` w 0 0 N E m N 0) 0 p �- C 0' a) .N O X QJ a) X Intersection 2 w 0 Q < III ° z m w w a` 0 East Resort Access : :SB :ft : 1 0 0 0 0 0. W B rt 3 0 0 1 . .... 1 1 th 4 42 53 2 55 59 Column A: Volumes from April and December 2002 Turning Movement Counts. Shown on Figure 3. Column B: Adjusted to annual average volumes by applying 1.25 factor to Column A. Column C: Estimate of'existing'resort hotel traffic. Reflects 40%occupancy(38 rooms). Shown on Figure 4 Column D: Calculated'Base Year 2002'Traffic Volumes(Column B+Column C). Column E: Projected 2006 volumes without increased Hotel traffic ((Column B*1.08)+Column C). Shown on Figure T. O -fl W .N► O 7 0 O v o vDp -4D 3 m 3 °' 'Tv a Q. CD CD n `< 0 Cp CrX• n m O � = 0) o 6, < z 2 Xco c X m in rrfi z: m m z cn 0o a m m W ao• W:: ria W: CD.M � COW Co..:::mW. W rn �n m o X CD 0 �N 00 CO:;CD rl 0) Cn -P�. N 4U: CO N:.< A N CO oO w� Cn cn � w IV:- Movement Number p 0 C� 0 0 v; -� v, 0 N , G; Cn Existing 2002 traffic o O O W O Sa ti W O Q b 0 -4 CO CA �l N O 0 v N ' O CD — O Q O (J' D p on existing networkCn v :. :... ...: ° 0 - P -� o .0 0 o n o o �' ^) cn � N cn 0 0 �" c)i o v' °' o 0 0 o Adjusted to Annual m Cn 0 -.: w o. s o CO W Cn .. (0: Average 2 A age (1. 5) Cn Existing Project NNoo :�:o00 :oss. �. 00.Q J.�. ocorn 0Wo0oCJ 000:o traffic onExisting 0 Network Base Year 2002 N N `r �:� u; CD °' C> -� :�. N Cn:-4 -4 N �„ :cm o 0) -' tir o.CA 0 0 0 0 0 :o:Existing Hotel on v -� o -1 CA (h: W M Cn OD :A N Cn I ;N Cn g Existing Network :,..:. D D N o A.j. o -4 j'o oo: N 6 COw j 0 cr; 0 Projected 2006 traffic c c w N .. �, 0 ocno o0) 0uiorn:0O0oo:o m on existing network cQ o CD n CD Cr CD A B C D E U O U Y O Y 0 O O O 7 Q1 N C Y w C '+ O C Q N OR am' O C Z p O•X N O a) N c ON � � �- dW `WMZ -o C cu � — y O) C ` O O) rn a) in O) O O } y � o X tq (fl C U N C N X 7 y U N y .y '0 N Intersection � w o Q Q w ° z m w w ii o East Resort Access ::SB rt. 1 4 0 0 0 0 it.: 2 .. ... ..... .............. ...... ... ..... ... . ... . ....... .. ...... ... ..... W B rt 3 0 0 1 1 1 th 4 60 75 2 77 83 EB.: th.::5 ::64 $0 0:: 80 86:> jt.. 6 fl 0 2:: Column A: Volumes from April and December 2002 Turning Movement Counts. Shown on Figure 3. Column B: Adjusted to annual average volumes by applying 1.25 factor to Column A. Column C: Estimate of'existing'resort hotel traffic. Reflects 40%occupancy(38 rooms). Shown on Figure 4 Column D: Calculated'Base Year 2002'Traffic Volumes(Column B+Column C). Column E: Projected 2006 volumes without increased Hotel traffic ((Column B'1.08)+Column C). Shown on Figure 7. Alderbrook Resort—Traffic Impact Analysis Appendix C Reported Accident History Washington State Department of Twanspvrtation Facsimile Cover Sheet To: George Smith Parametrics Olympia Phone: 459.3609 Fax: 459,0154 From: Iva Riner Company: WSDOT Transportation Data Office Phone: (360) 570-2457 Fax: (360) 570-2500 Internet: rineri@wsdot.wa.gov Date: January 6, 2003 Pages Including this cover page: 4 Please acknowledge the receipt of this fax. Thank you. . ---_ __. -_ -H - �r 11l.LL F"Uc- C1L AddhilL Washington State Transportation Building Department of Transportation 310 Wole Park Avenue S.E. Douglas S. MacDonald P.O.Box 47300 Secretary of Transportation Olyrnpia,WA 98504-7300 360-705-7000 7 Y: 1-800-833-8388 January 3, 2003 WWW,wsdoLwa.gov Mr. George Smith Parametrics Olympia Re: Collision Diagram Dear Mr. Smith: In response to your January 2 request, we have enclosed a history for all reported collisions on State Route 106, milepost 6.73 to 7.25. This data is from January 1, 1999 through December 31, 2001. The use of the data that you have requested is governed by 23 United States Code Section 409. Under this law, data maintained for purposes of evaluating potential highway safety enhancements: ". . . shall not be subicRt to discovery or admitted into evidence in a federal or state court proceeding or�d@red for other purposes in my ction for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules, lists, or data." [Emphasis added.] The Washington State Department of Transportation(WSDOT) is releasing this data to you with the understanding that you will not use this data contrary to the restrictions in Section 409, i.e., that you will not use this data in discovery or as evidence at trial in any action for damages against the WSDOT or the State of Washington. If you should attempt to use this data in an action for damages against the WSDOT or the State, the WSDOT and the State expressly reserve their right, under Section 409, to object to the use of the data, including any opinions drawn from the data, Mr. George Smith 1/3/2003 Page 2 If we may be of an further assistance lease contact Mr. D Davis Collision Data and Y Y ►P an Analysis Business Supervisor,Collision Data and Analysis Branch at(360) 570-2451,or a-mail address davisd@wsdot.wa.gov. Sincerely, L. Meyers Collision Data and Analysis Branch Manager Transportation Data Office Planning&Capitol Program Management JLM/DMD: it Enclosures cc: Steve Bennett,WSDOT Olympic Region Lysle Heap,P&CPM Accounting; JN 3108,grp 01; 2 Hours SR 106 MP 6.73 TO 7.25 200 FEET SW OF CALBY ROAD TO 20D FT SE OF BEACH LANE 01/01/1999 TO 12/31/20M SORTED BY MILEPOST R COLLISION DIAGRAM A MOST NO. N0. REPORT ANALYSIS H SEVERE OF OF INTERSECTION ROADWAY SR SEQ M.P. WMER DATA P INJURY INJS' FATLS" DATE TIME RELATIONSHIP' SURFACE, WEATHER* LIGHT` COLLISION TYPE* OBJECT STRUCK' 106 00 6.75 6BZ34000DO NO INJURY 10/16/2001 14:14 NON INT DRY OVERCAST DAYLIGHT VEH HIT FIX OBJ FENCE 106 00 6.80 2AZO370PDO NO INJURY 10/23/1999 02:00 NON INT ICE FOG/SMOKE DARK-LAMPS ON HIT PARKED CAR 106 00 6.8E 25980 6BC50DODBI ND INJURY 04/1 UE 4/2000 06:30 AT IHT T OVERCAST DAWN OVERTURN 106 00 7.03 122503 2AT34000D0 NOT STATED 12/13/1999 00:10 DNtWY WET CLEAR/CLOUDY DARK-NO LAMPS VER HIT FIX 093 TREE STUMP L06 00 7-ID 6BC012AAAl EVIDENT INJURY 2 D4/28/2000 17:15 AT INT WET CLEAR/CLOUDY DAYLIGHT HEADON 00 BN L06 QO 7.11 6AN072AQp1 NO INJURY 09/05120DO 13:00 NON INT DRY CLEAR/CLOUDY DAYLIGHT 50 ALL OTHER TOTALS 6 2 i i i i I UNDER 23 LIMITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR �OATA NAY NOT BE AVAILILABLE AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES DIAGRAM DATA MILEPOST SORT T'OR THESE ITEMS FOR ABLEIOH5 AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PREPARED BY WSDOT OCCURRING BETWEEN 111/97 A 12/31/98 PAGE i 3 ]an 3 f Alderbrook Resort—Traffic Impact Analysis Appendix D Capacity Analysis Worksheets TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st Geo Intersection 1 Dalb Rd enc /Co. Parametrix Jurisdiction Mason Cc/WSDOT ate Performed 112112003 Analysis Year Existing 2002 nal sis Time Period M Peak Hour Project Description Alderbrook Resort TIA East/West Street. SR 106 North/South Street: Dalby Road Intersection Orientation: East-West IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 1 31 15 24 37 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 1 16 26 41 1 1 Percent Heavy Vehicles 10 -- -- 10 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 8 3 24 1 1 1 ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 8 1 3 1 26 1 1 1 1 1 Percent Heavy Vehic!es 10 10 10 10 1 10 10 Percent Grade (%) -2 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 26 37 3 C (m) (vph) 1517 1507 926 811 v/c 0.00 0.02 0.04 0.00 95% queue length 0.00 0.05 0.12 0.01 Control Delay 7.4 7.4 9.0 9.5 LOS A A A A Approach Delay -- - 9.0 9.5 AdbkDr)rnRch LOS -- -- A A S'0001ti1 Copyright c0 2000 University of Florida,All Rights Reserved Version 4.1b file://C:\Documents and Settings\cramecan\Local Sett1ngs\Temp\u2kA.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information IlAnalyst Geo Intersection 1 Dalby Rd enc /Co. Parametrix Jurisdiction Mason Co/WSDOT sate Performed 112112003 Analysis Year Existin 2002 [Analysis Time Period PM Peak Hour Project Description A/derbrook Resort TIA N East/West Street: SR 106 orth/South Street: Dalby Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 1 62 15 52 65 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 1 68 16 57 72 1 1 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 5 1 52 1 1 1 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 riourly Flow Rate, HFR 5 1 57 1 1 1 1 1 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) -2 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB W B Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 57 63 3 C (m) (vph) 1527 1513 940 696 v/c 0.00 0.04 0.07 0.00 95% queue length 0.00 0.12 0.22 0.01 Control Delay 7.4 7.5 9.1 10.2 LOS A A A B ,Approach Delay -- -- 9.1 10.2 )proach LOS -- -- A B S2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1 b file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k293.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information al st Geo Intersection 1 Dalby Rd enc /Co. Parametrix Jurisdiction Mason Co/WSDOT ate Performed 112112003 Analysis Year Projected 2006 w/o Project nal sis Time Period M Peak Hour Project Description Alderbrook Resort TIA East/West Street: SR 106 North/South Street: Dalby Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 1 33 16 25 40 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 1 36 1 17 27 1 44 1 1 Percent Heavy Vehicles 10 -- -- 10 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R lume 8 3 26 1 1 1 ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 8 3 28 1 1 1 Percent Heavy Vehicles 10 10 10 10 10 10 Percent Grade (%) -2 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB W B Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 27 39 3 C (m) (vph) 1513 1503 925 803 lc 0.00 0.02 0.04 0.00 95% queue length 0.00 0.05 0.13 0.01 Control Delay 7.4 7.4 9.1 9.5 LOS A A A A pproach Delay -- -- 9.1 9.5 proach LOS -- -- A A 52000"M Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\Documents and Settings\cramecan\Local Sett1ngs\Temp\u2k29A.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st Geo Intersection 1 Dalb v Rd enc /Co. Parametrix Jurisdiction Mason Co/WSDOT ate Performed 112112003 nalvsis Year Projected 2006 w/o project nal sis Time Period PM Peak Hour Pro ect Description Alderbrook Resort TIA East/West Street: SR 106 North/South Street: Dalby Road Intersection Orientation: East-West IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 1 66 16 56 70 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 1 73 1 17 62 1 77 1 1 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 ':1 12 L T R L T R fume 5 1 56 1 1 1 ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 5 1 62 1 1 1 1 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) -2 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration 77F—L LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 1 62 68 3 C (m) (vph) 1520 1505 933 674 v/c 0.00 0.04 0.07 0.00 95% queue length 0.00 0.13 0.24 0.01 iLOppro2ch ntrol Delay 7.4 7.5 9.2 10.4 LC A A A B proach Delay - - 9.2 10.4 LOS -- -- A B S_0001)t Copyright(0 2000 university of Florida,All Rights Reserved Version 4.1 b file://C:\Documents and Settings\cramecan\Local Sett1ngs\Temp\u2k29E.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st Geo Intersection 1 Dalb Rd enc /Co. Parametrix Jurisdiction Mason Cc/WSDOT ate Performed 112112003 Analysis Year Projected 2006 w/Pro'ect nal sis Time Period M Peak Hour Pro.ect Description A/derbrook Resort TIA East/West Street: SR 106 4Studyorth/South Street: Dalb Road Intersection Orientation: East-West Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 1 35 16 25 41 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 38 1 17 27 45 1 Percent Heavy Vehicles 10 -- -- 10 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 10lume nor Street Northbound Southbound vement 7 8 9 10 11 12 L T R L T R 8 3 27 1 1 1 ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 8 3 30 1 1 1 1 1 Percent Heavy Vehicles 10 10 10 10 10 10 Percent Grade (%) -2 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 1 27 41 3 C (m) (vph) 1512 1500 925 799 lc 0.00 0.02 0.04 0.00 95% queue length 0.00 0.05 0.14 0.01 Control Delay 7.4 7.4 9.1 9.5 LOS A A A A pproach Delay -- -- 9.1 9.5 AgWoroach LOS -- -- A A 1qNPrUS200VTM Copyright Q 2000 University of Florida,All Rights Reserved Version 4.Ib file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k2A2.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information I st Geo Intersection 1 Da/by Rd nc /Co. Parametrix Jurisdiction Mason Co/WSDOT Date Performed 112112003 Analysis Year Projected 2006 w/ ro'ect [Analysis Time Period PM Peak Hour Project Description Alderbrook Resort TIA East/West Street: SR 106 North/South Street: Dalby Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 1 67 16 59 74 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 74 17 65 82 1 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R AIM-lume 5 1 56 ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 5 1 62 1 1 1 Percent Heavy Vehicles 2 2 2 2 1 2 2 Percent Grade (%) -2 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela , Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 65 68 3 C (m) (vph) 1514 1504 931 664 v/c 0.00 0.04 0.07 0.00 95% queue length 0.00 0.14 0.24 0.01 Control Delay 7.4 7.5 9.2 10.4 Jppproacroach Delay A A A -- -- 9.2 10.4 h LOS -- -- A B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k2A6.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information IlAnalyst Geo Intersection 3 Beach Drive enc /Co. Parametrix Jurisdiction Mason Co/WSDOT mate Performed 112112003 Analysis Year Existing 2002 Traffic [Analysis Time Period AM Peak Hour Project Description Alderbrook Resort T1A East/West Street: SR 106 North/South Street: Beach Drive Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 2 41 1 1 51 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 2 45 1 1 56 1 Percent Heavy Vehicles 10 -- -- 10 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R plume 3 1 1 1 1 1 :ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 dourly Flow Rate, HFR 3 1 1 1 1 1 1 Percent Heavy Vehicles 10 10 10 10 10 10 Percent Grade (%) 2 2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 2 1 5 3 C (m) (vph) 1498 1512 855 858 lc 0.00 0.00 0.01 0.00 95% queue length 0.00 0.00 0.02 0.01 Control Delay 7.4 7.4 9.2 9.2 LOS A A A A Approach Delay -- -- 9.2 9.2 Iproach LOS -- -- A A i2000TM Copyright®2000 University of Florida,AII,Rights Reserved Version 4.Ib file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k2AA.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st Geo Intersection 3 Beach Drive Tenc /Co. Parametrix Jurisdiction Mason Co/WSDOT te Performed 112112003 nalysis Year Existing 2002 Traffic al sis Time Period PM Peak Hour Volumes ject Description Alderbrook Resort TIA East/West Street: SR 106 North/South Street: Beach Drive Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 2 77 4 9 66 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 2 1 85 4 10 1 73 1 1 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R lume 1 1 5 1 1 1 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 1 1 1 5 1 1 1 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 2 2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 2 10 7 3 C (m) (vph) 1526 1506 889 800 lc 0.00 0.01 0.01 0.00 95% queue length 0.00 0.02 0.02 0.01 Control Delay 7.4 7.4 9.1 9.5 LOS A A A A proach Delay -- -- 9.1 9.5 proach LOS -- -- A A HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k2F0.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st Geo Intersection 3 Beach Drive enc 'Co. Parametrix Jurisdiction Mason Co/WSDOT ate Performed 112112003 Analysis Year Projected 2006 w/o project nal sis Time Period M Peak Hour Project Description Alderbrook Resort TIA East/West Street: SR 106 North/South Street: Beach Drive Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 2 44 1 1 55 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 2 1 48 1 1 1 1 61 1 Percent Heavy Vehicles 10 -- -- 10 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R tlume 3 1 1 1 T 1 ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 oPeurrcent ly Flow Rate, HFR 3 Heavy Vehicles 10 10 10 10 10 , 10 Percent Grade (%) 2 2 Flared Approach N N Storage 0 0 RT Channefized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB W B Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 2 1 5 3 C (m) (vph) 1491 1508 848 848 v/c 0.00 0,00 0.01 0.00 95% queue length 0.00 0.00 0.02 0.01 Control Delay 7.4 7.4 9.3 9.3 LOS A A A A pproach Delay -- -- 9.3 9.3 6proach LOS -- -- A A S200OTM Copyright©2000 University of Florida,All Rights Reserved Version 4.1 b file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k2B3.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY jGeneral Information Site Information aI st Geo Intersection 3 Beach Drive enc /Co. Parametrix Jurisdiction Mason Co/WSDOT ate Performed 112112003 Analysis Year Projected 2006 w/o ro'ect nal sis Time Period PM Peak Hour Project Description Alderbrook Resort TIA East/West Street: SR 106 North/South Street: Beach Drive Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume 2 83 4 9 72 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 2 1 92 4 10 1 80 1 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelizeo 0 0 Lanes 0 1 0 0 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 1 1 5 1 1 1 ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 1 5 1 1 1 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 2 2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB W B Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 2 10 7 3 C (m) (vph) 1517 1498 878 788 v/c 0.00 0.01 0.01 0.00 95% queue length 0.00 0.02 0.02 0.01 isp_l ntrol Delay 7.4 7.4 9.1 9.6 S A A A A proach Delay -- 9.1 9.6 proach LOS -- A A 000Tn1 Copyright G 2000 University of Florida,All Rights Reserved Version 4.1 b file://C:\Documents and Settings\cramecan\L,ocal Settings\Temp\u2k2F7.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information "-ial st Geo Intersection 3 Beach Drive lenc /Co. Parametrix Jurisdiction Mason Co/WSDOT Ljdte Performed 112112003 Analysis Year Projected 2006 w/ ro'ect nal sis Time Period AM Peak Hour Project Description Alderbrook Resort T/A East/West Street: SR 106 North/South Street: Beach Drive Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 7 44 1 1 56 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 7 48 1 1 1 62 1 1 Percent Heavy Vehicles 10 1 -- -- 10 1 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R )lume 3 1 2 1 1 2 ;ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 3 1 1 1 2 1 1 1 2 Percent Heavy Vehicles 10 10 10 10 10 10 Percent Grade (%) 2 2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 7 1 6 4 C (m) (vph) 1490 1508 857 870 lc 0.00 0.00 0.01 0.00 95% queue length 0.01 0.00 0.02 0.01 Control Delay 7.4 7.4 9.2 9.2 LOS A A A A Approach Delay -- -- 9.2 9.2 1proach LOS -- -- A A _32000TM Copyright®2000 University of Florida,All Rights Reserved Version 4.Ib file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k2BB.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information lalvst Geo Intersection 3) Beach Drive lenc /Co. Parametrix Jurisdiction Mason Co/WSDOT vate Performed 112112003 Analysis Year Projected 2006 w/ ro'ect [Analysis Time Period PM Peak Hour Project Description Alderbrook Resort TIA East/West Street: SR 106 North/South Street: Beach Drive Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbouna Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 5 80 4 10 74 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 5 1 88 4 11 82 1 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R )lume 1 1 5 5 1 10 lak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 1 1 1 5 5 1 1 11 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 2 2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB W B Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 5 11 7 17 C (m) (vph) 1514 1503 875 873 v/c 0.00 0.01 0.01 0.02 95% queue length 0.01 0.02 0.02 0.06 Control Delay 7.4 7.4 9.1 9.2 LOS A A A A Approach Delay -- - 9.1 9.2 1proach LOS -- - A A S2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k2BF.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information al st Geo Intersection 4 East Lodge Driveway enc /Co. Parametrix Jurisdiction Mason Co/WSDOT Date Performed 112112003 nalysis Year Existing 2002 Traffic Volumes nal sis Time Period AM Peak Hour Project Description Alderbrook Resort T/A East/West Street: SR 106 North/South Street: East Lode Driveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 3 40 0 0 55 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 3 1 44 1 0 0 1 61 1 Percent Heavy Vehicles 10 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R lume 0 0 0 1 0 1 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 1 0 1 0 1 0 1 Percent Heavy Vehicles 0 0 0 10 0 10 Percent Grade (%) 0 6 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 3 2 C (m) (vph) 1491 918 lc 0.00 0.00 95% queue length 0.01 0.01 Control Delay 7.4 8.9 LOS A A proach Delay -- -- 8.9 proach LOS -- -- A HCS2000T M Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k2C3.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information al st Geo Intersection 4 East Lodge Driveway enc /Co. Paramefrix Jurisdiction Mason Co/WSDOT Date Performed 1/21/2003 Analysis Year Existing 2002 Traffic Volumes nal sis Time Period PM Peak Hour Project Description Aiderbrook Resort TIA East/West Street: SR 106 North/South Street: East Lodge Driveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 2 80 0 0 77 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0,90 0.90 0.90 Hourly Flow Rate, HFR 2 1 88 1 0 0 85 1 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR iJ stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Adook lume 0 0 0 1 0 1 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 1 0 1 0 1 0 1 Percent Heavy Vehicles 0 0 0 2 1 0 2 Percent Grade (%) 0 6 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 1 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 2 2 C (m) (vph) 1510 884 v/c 0.00 0.00 95% queue length 0.00 0.01 Control Delay 7.4 9.1 LOS A A Aftproach Delay - 9.1 proach LOS 4, HC'S2000�tit Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k2FB.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information al st Geo Intersection 4 East Lodge Driveway nc /Co. Parametrix Jurisdiction Mason Co/WSDOT ate Performed 112112003 Analysis Year Projected 2006 w/o Project nal sis Time Period AM Peak Hour Project Description Alderbrook Resort T/A East/West Street: SR 106 North/South Street: East Lodge Driveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 3 43 0 0 59 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 3 1 47 1 0 0 65 1 Percent Heavy Vehicles 10 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R lume 0 0 0 1 0 1 ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 1 0 1 0 1 0 1 Percent Heavy Vehicles 0 0 0 10 0 10 Percent Grade (%) 0 6 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I I I LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 3 2 C (m) (vph) 1486 912 lc 0.00 0.00 95% queue length 0.01 0.01 Control Delay 7.4 9.0 LOS A A Approach Delay -- -- 9.0 proach LOS -- -- A 'RW2000'M Copyright©2000 University of Florida,All Rights Reserved Version 4.Ib file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k2CC.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information "_al st Geo Intersection 4 East Lod e Driveway enc /Co. Parametrix Jurisdiction Mason Co/WSDOT udte Performed 112112003 Analysis Year Projected 2006 w/o project [Analysis Time Period PM Peak Hour Project Description Alderbrook Resort T!A East/West Street: SR 106 North/South Street: East Lodge Driveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 2 86 0 0 83 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 2 95 0 0 1 92 1 1 Percent Heavy Vehicles 2 - -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R ume 0 0 0 1 0 1 ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 1 0 1 Percent Heavy Vehicles 0 0 0 2 0 1 2 Percent Grade (%) 0 6 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 2 2 C (m) (vph) 1501 872 v/c 0.00 0.00 95% queue length 0.00 0.01 Control Delay 7.4 9.1 LOS A A pproach Delay -- - 9.1 )roach LOS -- -- A 1000TIt Copyright's 2000 university of Florida,All Rights Reserved Version 4.1b file://C:\Documents and Settings\cramecan\Local Sett1ngs\Temp\u2k2FF.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information IIA-alySt JGeo Intersection 4 East Lod e Drivewaienc /Co. arametrix urisdiction Mason Co/WSDOT �dte Performed 2112003 Analysis Year Projected 2006 w/Pro"ect nal sis Time Period M Peak Hour Project Description Alderbrook Resort TIA East/West Street: SR 106 North/South Street: East Lodge Driveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 4 44 0 0 58 4 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 4 48 0 0 64 4 Percent Heavy Vehicles 10 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R lume 0 0 0 1 0 1 ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 1 0 1 0 1 01 1 Percent Heavy Vehicles 0 0 0 10 0 10 Percent Grade (%) 0 6 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I I LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 4 2 C (m) (vph) 1484 910 v/c 0.00 0.00 95% queue length 0.01 0.01 Control Delay 7.4 9.0 LOS A A ,Approach Delay -- -- 9.0 proach LOS -- -- A 2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1 b file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k2D4.tmp 1/21/2003 TWO-WAY STOP CONTROL SUMMARY General Information Site Information ^^al st Geo lintersection 4 East Lodge Driveway enc /Co. Parametrix liurisdiction Mason Co/WSDOT --te Performed 112112003 nal sis Year Projected 2006 w/ roject nal sis Time Period PM Peak Hour Project Description Alderbrook Resort TIA East/West Street: SR 106 North/South Street: East Lodge Driveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 2 88 0 0 82 3 Peak-Hour Factor, PHF 0.90 0.90 0.90 0,90 0.90 0.90 Hourly Flow Rate, HFR 2 97 0 0 91 3 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R '-lume 0 0 0 4 0 3 ak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 riourly Flow Rate, HFR 0 0 1 0 4 0 3 Percent Heavy Vehicles 0 0 0 2 0 2 Percent Grade (%) 0 6 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 2 7 C (m) (vph) 1500 859 lc 0.00 0.01 95% queue length 0.00 0.02 Control Delay 7.4 9.2 LOS A A Approach Delay -- 9.2 )roach LOS - A ,000T�'t Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\Documents and Settings\cramecan\Local Settings\Temp\u2k2E2.tmp 1/21/2003 Alderbrook Resort—Traffic Impact Analysis Appendix E Turn-Lane Warrants Analyses Alderbrook Resort TIA Westbound Left-Turn From SR106 to Dalby Road (2006 PM Peak Hour Volumes With Project) 1200 KEY: Below curve, storage not 1100 needed for capacity. Above curve, further analysis 1000 recommended. 900 0 800 b GQ 700 O 600 F" A�Mp\A l21 500 MpH�21 �yam v _ 50 400 2 300 25 20 15 10 5 0 I I I % Total DHV Turning Left 59/216 �27% i Alderbrook Resort TIA Eastbound Right-Turn From SR106 to Dalby Road (2006 PM Peak Hour Volumes With Project) 100 x - w � > Consider right-turn M: 80 lane(5) � Consider right-turn pocket or taper(4) j 60 C Q � L I 0 ..0 Px Fy 40 L ` 0 I w = aa) 20 Radius only nD — — I c� 0 W 0 100 200 300 400 500 600 700 Peak Hour Approach Volume (DDHV) EB on SR106 (83 VPH) (1) For two-lane highways, use the peak hour DDHV (through + right-turn). For multilane, high speed highways (posted speed 45 mph or above), use the right-lane peak hour approach volume (through + right-turn). I For multilane, low speed highways (posted speed less than 45 mph), there is no traffic volume right-turn lane or taper requirement. (2) When all three of the following conditions are met, reduce the right-turn DDHV by 20. • The posted speed is 45 mph or less • The right-turn volume is greater than 40 VPH. • The peak hour approach volume (DDHV) is less than 300 VPH. (3) See Figure 910-$for right-turn corner design. (4) See Figure 910-13 for right-turn pocket or taper design. (5) See Figure 910-14 for right-turn lane design. (6) For additional guidance, see 910.07(2) in the text. Alderbrook Resort TIA Eastbound Left-Turn From SR106 to New Post Office Driveway (2006 PM Peak Hour Volumes With Project) 1200 KEY: Below curve, storage not 1100 needed for capacity. Above curve, further analysis 1000 recommended. 900 0 800 Cn bx 700 M >� N � x Q 600 Y 0 40 MpH 500 5,3 MpH(,21 400 60 MpH�21 13 300 25 20 15 I 10 5 0 I I %Total DHV Turning Left 30/225 = 13%