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Transportation Planning Study

owa Lake Highway

Enterprise, Oregon

KITTELSON & ASSOCIATES, INC. Transportation PlanninglTraffic Engineering

December 1993

Transportation Planning Study

WALLOWA LAKE HIGHWAY CITY OF ENTERPRISE, OREGON

Prepared for: Oregon Department of Transportation

Prepared by: Kittelson & Associates, Inc.

610 SW Alder, Suite 700 Portland, Oregon 97205

December, 1993

Project No: 865.05

January 19, 1994

To: Tom Schuft, Manager District 13 j

y w From: Vernon L. Tabery

Traffic Analysis Engineer

subject: Wallowa Lake Highway Enterprise, Oregon

Enclosed are five (5) copies of Transportation Planning Study for Enterprise, Oregon,

cc John Preston Rich McSwain

December, 1993 Wallowa Lake Highway - Enterprise Transportation Study

TABLE OF CONTENTS

Page INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

STUDY PURPOSE STUDY AREA

EXISTING CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 ROADWAY FACILITIES AND TRAFFIC CONTROL

C VOLUrnS

C OPERATIONS

FUTUMCONDrTIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 TRANSPORTATION IMPROVEMENTS FUTURE TRAFFIC VOLUMES FUTURE LEVEL OF SERVICE TRAFFIC SIGNAL WARRANTS WALLOWA LAKE HIGHWAY/GOLF COURSE ROAD ACCESS AND

CIRCULATION ACCESS CONSIDERATIONS BICYCLEREDESTMAI\F SYSTEM AMENITES

CONCLUSIONS AND RECOWENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2'7 EXISTING CONDITIONS FUTURE CONDITIONS

APPENDICES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29

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December. 1993 Wallowa Lake Highway . Enterprise Transportation Study

LIST OF FIGURES

Page Study Area and 1993 Average Daily Traffic . . . . . . . . . . . . . . . . . . . . . . . 2 Existing Traffic Control and Lane Configuration . . . . . . . . . . . . . . . . . . . . 4 Average Daily Traffic Volume History: Wallowa Lake Highway . . . . . . . 10

.Enterprise Land Use Zoning . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Study Area Transportation Analysis Zones . . . . . . . . . . . . . . . . . . . . . . . 14 2015ADT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18

. . . . . . . . . . . . . . . . . . . . . . . . . er Month (July) ADT 19

LIST OF TABLES

LOS Analysis Results: Existing Conditions . . . . . . . . . . . . . . . . . . . . . . . 6 Traffic Signal Warrant Analysis Results: Existing Conditions . . . . . . . . . . . 8 Enterprise Land Development and Trip Generation Estimates . . . . . . . . . . 12 Trip Distribution of Future Residential-Based Trips By Trip Purpose . . . . . 15 Trip Distribution of Future Residentid-Based Internal Trips . . . . . . . . . . . 16 Trip Distribution of Future Residential-Based External Trips . . . . . . . . . . 16

. . . . . . . . . . . . . . . . . . . . Normal Range Capacity of Major Street ADT 20 LOS Analysis Results: Projected 20 15 Conditions . . . . . . . . . . . . . . . . . . 21

. . . . . . . . . . . . . . . . . . Traffic Signal Warrant Analysis: 2015 Conditions 22 LOS Analysis Results: 2015 Conditions with Closure of Safeway Driveway 24

.. ...

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APPENDICES

A EXISTING LOS WORKSHEETS

B ENTERPRISE LAND USE ZONING: Permitted Use

C ENTERPRISE LAND USE ZONING: Conditional Use

D FUTUWE BW'ICZN-DESTNATION TRIP T B E E : Mew Home-Based T ~ p s

E F U T U E LOS WORKSHEETS

F FUTUm LOS -#OWKSHEETS: Closure of WdIowa Lake HighwaylSafeway Driveway Intersection

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INTRODUCTION

This study summarizes an analysis of existing and future traffic conditions within the City of Enterprise, Oregon, with specific reference to Wallowa Lake Highway (Highway 82). In calculating future travel demand in the Enterprise urban area, the study recognizes growth related to local land development as well as growth in cultural, tourism, and recreational traffic along the Wallowa Lake Highway corridor.

STUDY PURPOSE

The purpose of this study is to develop a long-range strategy for maintaining acceptable trafee operations on the State highways into and though Enterprise and to assess possible local street improvements to serve travel generated by local land use within the City.

STUDY AREA

The focus of the study is the section of Wallowa Lake Highway through the City of Enterprise, Oregon, and also includes the assessment of traffic conditions on local streets within the City. Generally, Wallowa Lake Highway traverses eastlwest through Enterprise and is intersected by Highway 3 (Enterprise-Lewiston, Idaho Highway), at First Street in downtown Enterprise. Figure I shows the study area, along with 1993 average weekday traffic volumes on key roadways in the City.

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LEGEND

ADT I aK[%Eq VOLUME

I I XXXX = AVERAGE DAILY TRAFFIC I Source: ODOT D.=lgn Manual 1992 Tablw 907-3 l May requlr. addltlonal tmv.l Ian*a and/or Int.nectlon 1rnprov.m.nts

SCALE (Feet) - 0 600 1000

7 993 AVERAGE DAILY TRAFFIC CIlY OF ENTERPRISE WALLOWA COUNTY, OREGON JUNE 1993 1 8655F001


TRAFFIC VOLUMES

As shown in Figure 1, average daily traffic volumes, on this section of the Wallowa Lake Highway in Enterprise, range from 2,800 to 4,800 average daily traffic (ADT). Average weekday evening peak hour traffic volume counts taken at on Wallowa Lake Highway at the Greenwood Street and Golf Course Road intersections were obtained from ODOT. Additional peak hour counts were conducted at the Safeway driveways of Wallowa Lake Highway and Golf Course Road as part of the evaluation of future traffic conditions summarized later in this report.

TRAFFIC SAFETY

Traffic accidents reported during the three year period 1990-1992 were obtained from ODOT to determine the frequency and locations of accidents in the study area, particularly along Wallowa Lake Highway. Results of the investigation showed that a total of four accidents were reported on or near Wallowa Lake Highway west of First Street, and 16 accidents occurred south and east of First street. Accident rates per million vehicle miles (AccIMVM) of travel on Wallowa Lake Highway were calculated at .94 west of First Street, and 3.7 east of First Street. Accident rates on both sections are lower than the statewide average of 3.42 Acc/MVM (1991). South of First Street, there are a number of turn-related and rear-end accidents, resulting in a higher accident rate than would otherwise be expected, locally. This may be the result of lack of center turn-lane refuge and/or poor sight lines due where parked vehicles (on WaHawa Lake Highway) obstruct motorist view.

TRAFFIC OPERATIONS

An analysis of the 1993 ADT's was conducted for Wallowa Lake Highway and major local streets within the study area to identify potential capacity deficiencies. Existing traffic at the heaviest locations on Wallowa Lake Highway indicate that the current two-lane street is sufficient to handle local and regional travel demand.

Although daily traffic volumes do not approach capacity near the Golf Course Road/Wallowa Lake Highway intersection, geometric constraints at this location suggest potential problems. Site reconnaissance of the intersection area revealed a significant number of commercial and residential accesses, to both roadways, in close proximity to the intersection. The number and location of accesses suggest the need to study the future capacity restraints andlor traffic operations due to the impacts of uncontrolled movements occumng within the influence of the intersection.



, .

Unsignalized Intersections An analysis of existing traffic volumes was conducted for the major study area unsignalized intersections to identify the level of service (LOS). Because these intersections are unsignalized,

I the level of service procedure outlined in the Highway Capaci~y Manual (published by the I Transportation Research Board, 1985) was employed. This procedure evaluates the level of

service of an unsignalized intersection based upon the amount of "reserve capacity" available to the most critical movement. Usually, the intersection LOS represents the reserve capacity for the

I minor street approach. It is generally considered that this procedure is overly conservative in its estimation of intersection LOS. As such, it is generally accepted that an acceptable LOS for

I

I unsignalized intersections is LOS 'DM or better. Table 1 shows existing level of service at the i major study area intersections. All intersection were found to operate at LOS "A", with no

movement operating at less than LOS "B." 1

Table 1 Level of Service Analysis Results

EXISTING CONDITIONS

I Wallowa Lake HighwayIGreenwood Street i Wallowa Lake Highway/Golf Course Road

Wallowa Lake ~ i ~ h w a ~ i ~ a f e w a ~ Driveway

Golf Course Road/Safeway Driveway 885 I A I See Appendix "A" for LOS worksheets.

i, Field observation revealed that Hurricane Creek Road approach to Wallowa Lake Highway is poorly configured. A more appropriate configuration of the intersection would include re- aligning Hurricane Creek Road to intersect Wallowa Lake Highway at a right angle.



SIGNAL WARRANT ANALYSIS

An examination was undertaken to gauge how traffic conditions at major intersections in the study area compared against ODOT's Preliminary Traffic Signal Warrants. The signal warrant analysis was performed for the following intersections along Wallowa Lake Highway:

1. Golf Course Road 2. West First Street 3. North Streemiver Street 4. Main Street 5. Greenwood Street 6. Hurricane Ridge Road

Table 2 shows the results of this preliminary traffic signal warrants analysis, None of the unsignalized intersections of Wallowa Lake Highway meet either Warrant #1 (Minimum Vehicular Volume) and Warrant #2 (Interruption of Continuous Traffic).



Table 2 Traffic Signal Warrants Analysis Results

Wallowa Lake Highway, Enterprise, Oregon EXISTING 1993 CONDITIONS

INTERSECTION



FUTURE CONDITIONS

TRANSPORTATION IMPROVEMENTS

There are no planned major transportation improvements for the Enterprise study area within the planning horizon (see below).

FUTURE TRAFFIC VOLUMES

The year 2015 was chosen as the planning year horizon for the study to identify future demographic conditions from which future traffic forecasts were developed. This s e c ~ o n summarizes the development of future population and employment projections used to establish travel demand forecasts for the study area. The methodology used to forecast year 2015 traffic volumes is based on two major components:

growth in "external" traffic to the Enterprise study area (trips with at least one trip end outside the study); and,

growth in local traffic, or new trips generated by currently undeveloped lands within the study.

1. Background Traffik Figure 3 shows the average daily traffic volumes recorded on Wallowa Lake Highway in Enterprise at First Street (Enterprise-Lewiston Highway) since 1972. The figure also plots the expected traffic growth, an increase of 14.1 percent, to occur on Wallowa Lake Highway by the year 2015 using 1972-1992 growth trends identified at the nearby permanent traffic record (PTR) station on Wallowa Lake Highway in Elgin, Oregon. As indicated, traffic is expected to reach approximately 5,200 daily vehicles on Wallowa Lake Highway at First Street by the year 2015. For the purposes of this study it is assumed that the growth in traffic reflected by this trend represents growth in "external" travel to the study area.

2. Local Land Use The second component used to determine future travel growth in the study is local traffic generated by "developable" lands within the Enterprise urban area. The City of Enterprise, Oregon Department of Transportation (ODOT) and Consultant staff met and identified the location, type and level of land development that could occur as identified in the Enterprise Comprehensive Land Use Plan, shown in Figure 4. At full buildout of the land use plan, the Enterprise urban area has the capacity for a total of 160 new home sites by the year 2015 (including 25 new dwelling units within the Valley Heights development located just


November, 1993 Wallowa Lake Highway - Enterprise Transportation Study

Figure 3

ODOT ADT VOLUMES (1972-1 991) ORE-82, 0.01 Miles West of ORE-3

__ -_ - -_____________ - - - - - - - - - - . - - - - - - - - - - - . . - . - - - ~ - - -~ - - - -~~ -~~~~ -~ - -~~~ -~~~~~~~ -~ -~~~~ -~~~~~

Year


LAND USE ZONING MAP


outside the Urban Growth Boundary (UGB) off of Florence Street). In addition, based on discussions between the City of Enterprise, ODOT and the Consultant, it was assumed that the commercial "view" lands located north of Wallowa Lake Highway and west of Golf Course Road would likely be developed as a 50-room hotel. The "developable" land use, summarized by transportation analysis zone (see description of TAZ's below), was used to estimate future trip generation and is listed in Table 3.

Table 3 Year 2015

Land Development and Trip Generation Estimates

50-Room Resort

3. Traffic Forecasts The travel forecasting methodology employed in this study includes estimating the trip generation of "developable" lands (see Appendix "B" for list of City of

' It was assumed that the commercial "view" zone (TAZ #1) could be developed as a 50-room hotel. Assuming a trip rate of 9.2 daily tripsloccupied room, a 50-room hotel could generate a total of 460 daily trips( ITE Trip Generation, 5th Edition).



Enterprise Land Use Zoning Permitted Uses, and Appendix "C" Conditional Uses), distributing those trips between trip generators, and assigning the new trips to the major roadway network within the Enterprise urban area.

., To facilitate the development of traffic forecasts, the "developable" land uses were grouped into 18 transportation analysis zones (TAZ's 1-16,23 and 24) and 6 external stations (17-22). Figure 5 shows the location of the TAZs and "external" stations used to forecast traffic in the study area. Boundaries for these TAZs were established in an attempt to meet the following criteria:

e3 homogeneous Land use - current and future development areas a conformance with major boundapies

- transportation corridors - physical boundaries

s homogeneous access of iand use to transportation system

Some of the TAZ7s shown in Figure 5 do not include any "developable" lands within the planning year horizon. It was assumed that some developed areas within Enterprise, particularly the downtown business district, industrial/employment sites and the school sites would all attract future trips generated by new residential land uses. Other areas within the Enterprise UGB were not identified with a TAZ. These areas, based on conversations with the City, ODOT and the Consultant, are already developed and are not expected to change within the planning year horizon. For the purposes of estimating future travel conditions, trips to and from these areas were assumed to be accounted for under existing traffic volumes (see Figure 1).

Trip Generation Each of the land use categories listed above have a unique trip generation rate as outlined in the ITE Trip Generation, 5th Edition (published by the Institute of Transportation Engineers, 1991), and were examined to determine the number of trips generated during a weekday. For example, the ITE average daily trip generation rate for single-family detached housing is approximately 10 trips per dwelling unit, and 9.2 daily trips per occupied room for a hotel. A total of 2,060 trips generated by "developable" lands (see section #2 - Local Land Use above) within the Enterprise urban area as summarized in Table 3. It was assumed that all 2,060 trips are new trips on the Enterprise transportation system.

Of the twenty-four TAZs outlined earlier, six are exclusively residential land uses and will generate 10 trips per dwelling unit per day, as described earlier. Because this analysis is conducted using ADTs, it is reasonable to assume that all trips generated by a residence will return to that residence (5 trips outbound from the dwelling and 5 trips inbound to the dwelling



for a total of 10 trips). Consequently, the trips generated by new dwelling units (the "home- based" trips) were distributed to commercial, industrial, and school zones.

Trip Distribution In order to properly distribute new trips, the purpose of each trip (such as work, shopping, recreation, etc.) needs to be defined well enough to be able to distribute trips to the appropriate destination (TAZ). Typically, a traditional gravity model is employed to determine the distribution of trips between trip generators. Because Enterprise is a small community in a rural setting, travel time has a negligible effect on the distribution of trips for a household. In other words, sites on the edge of town are no less likely to attract trips that those in the central business district. Consequently, the gravity model is not tmly applicable in this case, Instead, using national averages as a guide, reasonable assumptions were made regarding the d i s ~ b u t i s n of trips by trip purpose. Table 4 presents the assumed distribution by trip purpose.

Table 4 TRIP DISTRIBUTION OF RESIDENTIAL-BASED TRIPS

BY TRIP PURPOSE

For each trip purpose estimates were used to calculate the portion of internal trips (those trips fully contained within the Enterprise study area) and external trips (those trips with at least one end outside the Enterprise study area). Of the internal trips, a distribution percentage was estimated for each internal TAZ based on its attractiveness to the particular trip purpose. Similarly, external trip distribution was established for trips originating from or destined to the 6 external stations. Table 5 gives the distribution of each trip purpose for internal trips (by TAZ), and Table 6 gives the same for the external trips (by external station).

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Table 5 TRIP DISTRIBUTION

RESIDENTIAL-BASED INTERNAL TRIPS

Table 6 TRIP DISTRIBUTION

RESIDENTIAL-BASED EXTERNAL TRIPS


Trip Purpose Portion of External Stations

Are External

Work

S hopping1 Business

School

Social/ Recreational

Other 50% 40% 15% 5% 5% 25% 10%


Using the above generation rates and distribution factors, an origin-destination trip table detailing the number of new trips generated by "developable" lands within the Enterprise urban area between TAZ's and external stations was developed. This table is given in Appendix "D".

Trips generated by the assumed 50-room hotel were distributed primarily tolfrom external stations in the study as follows:

Wallowa Lake Highway west - 30% a Wallowa Lake Highway East - 30% @ Enterprise-Lewiston Highway - 10% a Downtown Enterprise - 30%

Future Traffic Network The major roadway facilities within the study area identified in Figure 1 were used in the assignment of future traffic volumes.

Trip Assignment Using the origin-destination table developed in the previous section and the hotel-based trip distribution listed above, average daily trips were manually assigned to the roadway network using the most logical path between trip generators.

The resulting year 2015 ADT are shown in Figure 6. Year 2015 peak summer month (July) daily traffic volumes are shown in Figure 7.

FUTURE LEVEL OF SERVICE

Streets The analysis of future average daily traffic conditions on the study area transportation system was based on the typical design capacity of major streets as a general guide to approximate level of service. These general design capacities are provided in ODOT's Highway Design Manual (1985) summarized in Table 907-3 below.

-



EXISTING CONDITIONS

ROADWAY FACILITIES AND TRAFFIC CONTROL

Figure 2 shows the existing traffic controls and intersection locations and the Forest Service access on Wallowa Lake Highway in the study area. Minor street connections to Wallowa Lake Highway are generally controlled by stop signs.

Wallowa Lake Highway is typically a two-lane highway with separate left-turn lanes at major intersections, at the west end of the Enterprise urban area, with posted speeds ranging from 25-55 miles per hour. At the east end of the urban area, including all of downtowr, Enterprise, Wdlowa Lake Highway consists of only one travel lane in each direction. On-street, parallel parfing is marked on River Street between North Street and Greenwood Street. Generally, the width (measured from curb-to-curb or from edge of pavement) of Wallowa Lake Highway varies from approximately 36-40 feet on the west and east end of Enterprise, to 56-60 feet in the downtown area.

There are no designated bicycle lanes or routes on Wallowa Lake Highway in the Enterprise area. Sidewalks adjacent to the highway are discontin-~ous and sporadic.

Local Streets Local street connections to Wallowa Lake W~:.lway are typically single-lane approaches controlled by stop-sign. These streets Include Golf Course Road, Depot Street, 2nd Street, First Street, Main Street, Greenwood Street and River Str et. Together, these streets form a fairly well connected grid street system serving land use acce8 s and circulation.

Land Use Land development in the study area is mixed with local commercial lands located along the highway at the west end of town, some commercial activities south and east of downtown, and business, government and colnmercial activities in downtown Enterprise. Some homes are located along Wallowa Lake Highway in the City, but most of the residential development is located away from the highway.

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WXWEB ROAD

EXISTING LANE CONFIGURATION AND TRAFFIC CONTROL C I N OF ENTERPRISE WALLOWA COUNTY, OREGON JUNE 1993

"""" 2 '

SALE f F d - 0 sooX)O<)

VOLUME

I I Xxxx = AVERAGE DAILY TRAFFIC I I Sou-: ODOT Daslgn uanual 1992 Tabla 007-3

20 75 AVERAGE DAlLY TRAFFIC C I N OF ENTERPRISE WALLOWA COUNT(, OREGON JUNE 1993 E-

ADT

-El VOLUME

xxxx = AVERAGE DAILY TRAFFIC I I

20 15 PEAK SUMMER (JULY) DAILY TRAFFIC CITY OF ENTERPRISE WALLOWA COUNTY, OREGON

A

lhg JUNE 1993 8655F004

""" 7


TABLE 907-3

NORMAL RANGE CAPACITY OF MAJOR STREETS ADT I

I Design Capacity of two-way major streets in tenns of ADT Number of I

Traffic Lanes I Without parking lanes I Plus two parking lanes

ffic generally without traffic signal control

a. - High volume of cross and turning traffic generally without traffic signal control I

Review of year 2015 study area traffic conditions indicate that the highest ADT volumes (6,600) are expected on Wallowa Lake Highway between Golf Course Road and River Street. These volumes are within the design capacity range listed above. Future traffic on all other study area streets are well below the normal range capacity.

During the future (2015) peak summer period, daily traffic volumes are expected to reach approximately 8,355 on Wallowa Lake Highway between Golf Course Road and River Street. These volumes indicate that future traffic is approaching levels where the design of a 2-lane roadway may be insufficient. Additional travel lanes, intersection traffic control and/or alternative street improvements are possible methods of providing additional capacity under these traffic conditions. Such measures should be identified in more detailed study.

Unsinnalized Intersections An analysis of the predicted 2015 p.m. peak hour traffic volumes was conducted for major study area unsignalized intersections of Wallowa Lake Highway. Table 7 summarizes the estimated



2025 level of service at these intersections. As shown, the future operation of major intersections in the study area will be within acceptable limits. ,


PROJECTED 2015 CONDITIONS

1 INTERSECTION Capacity LOS

I Wallowa Lake Highway/Greenwood Street / 205 1 C

Wallowa Lake HighwaytGolf Course Road

Wallowa Lake Highway/Safeway Driveway

I Golf Course Road/Safeway Driveway 1 420 I A I See Appendix "E" for LOS worksheets.

TRAFFIC SIGNAL WARRANTS

To determine the potential need for signalization, preliminary traffic signal warrant calculations were performed for the following intersections along Wallowa Lake Highway:

1. Golf Course Road 2. West First Street 3. North S treemiver Street 4. Main Street 5. Greenwood Street 6. Hurricane Ridge Road

$ .

Table 8 presents the results of this traffic signal warrant analysis. As shown in the table, none of the intersections analyzed meet warrants for signalization in the year 2015.

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Table 8 Traffic Signal Warrants Analysis Results

PROJECTED 2015 CONDITIONS

INTERSECTION

Golf Course Road

WALLOWA LAKE HIGHWAYIGOLF COURSE ROAD ACCESS AND CIRCULATION

An additional assessment of future traffic circulation and access was conducted for the Wallowa Lake HighwayIGolf Course Road intersection area assuming closure of either the West Safeway Driveway on Golf Course Road or the South Safeway Driveway on Wallowa Lake Highway. The purpose of this assessment was to identify access improvement measures that could improve the integrity of traffic flow through the Wallowa Lake HighwayIGolf Course Road intersection.

The configuration of the existing West Safeway Driveway (within 60 feet of Wallowa Lake Highway) and future driveway access on Golf Course Road north of Wallowa Lake Highway was studied for capacity restraint, access circulation, traffic operations and safety. Two future traffic



circulation scenarios were investigated that might lead to improved circulation and safety conditions in the immediate area, including:

closure of the South Safeway Driveway on Highway 82 closure of the West Safeway Driveway on Golf Course Road

LOS was calculated for both scenarios and are summarized in Table 9. The analysis results indicate that, under either of the two future scenarios, acceptable LOS will be maintained at the study intersections. Based on the assessment of future volumes and location of driveways and intersections, however, it appears that by closing the West Safeway Driveway on Golf Course Woad will yield a better circulation system in the study area by:

a minimizing driveway access on Golf Course Road in close proximity to the Wallowa Lake WighwayICoif Course Road intersection; and thereby,

• minimize potential traffic conflict on Golf Course Road which could affect circulation and safety conditions on Wallowa Lake Highway.

A more detailed assessment of accesslcirculation should be conducted that investigates all existing and future local street and driveway movements on Wallowa Lake Highway and Golf Course Road, potential queuing conflict, turn-lane storage and design requirements, and impacts to nearby properties before any future improvement strategy involving driveway closure is implemented.




PROJECTED 2015 CONDITIONS CLOSURE OF SAFEWAY DRIVEWAY INTERSECTIONS

I Unsignalized Intersection I ( Reserve 1 I

I ~ T E R S E C T I O N Capacity LOS

Driveway

Wallowa Lake HighwayjGolf Course Road

1 Golf Course Road/West Safeway Driveway 1 680 I A I

Wallowa Lake WighwayIGolf Course Road

Golf Course R o a W e s t Safeway Driveway

See Appendix "F" for LOS worksheets.



ACCESS CONSIDERATIONS

Wallowa Lake Highway is considered an Access Oregon Highway (AOH) with an access management category 4 (limited control of statewide importance) under the Oregon Highway Plan (1991). The goal of the AOH system is to provide for economic growth in Oregon by moving through-traffic safely and efficiently through and between geographic and economic areas. In metropolitan areas, AOH facilities serve dual roles -- providing for traffic passing through the area and trips being made solely within the area. The AOH implementation policy is to not reduce the priority for through travel function while providing for intra-clty traffic. Further, AOH policy reco ends measures to provide a road network within urban areas with an access control strategy that will assure a high level of service for future through eavels.

As such, specific guidelines for future access considerations to Wallowa Lake Highway apply in Enterprise, particularly during peak summer months during times of greater through travel. The following measures are recommended to achieve AOH policy goals and strategies on Wallowa Lake Highway:

limit future access to Wallowa Lake Highway within Enterprise to existing local streetsldriveways unless no alternative exists;

rn provide alternative local street connections to reduce the cunent need to use Wallowa Lake Highway for all intra-city travel; and,

e limit future access to local streets intersecting Wallowa Lake Highway to a minimum of 100 feet from Wallowa Lake Highway in order to ensure the integrity of intersection traffic operations.

BICYCLEPEDESTRIAN SYSTEM AMENITIES

Field observations showed that the existing sidewalk system along Wallowa Lake Highway is discontinuous and sporadic, and that no on-street bicycle lanes or routes are marked along the highway. The City and ODOT should identify any and all possible funding resources to fully develop a pedestrian and bicycle system along Wallowa Lake Highway in the future in order to meet applicable statewide Transportation Planning Rule requirements. These may include, but are not limited to:



1. Formation of Local Improvement District(s) (LID) to help pay for sidewalk construction along Wallowa Lake Highway adjacent to developed lands within the City of Enterprise (Generally, sidewalk widths should be a minimum of six feet).

2. New sidewalk construction adjacent to new development could be conditioned as part of the development.

3. Future bicycle lane or route designation (posted bicycle route signing instead of striped lane) along Wallows Lake Highway through Enterprise as part of any highway improvemel~t project in accordance with the Oregon Bicycle Plan (1992).



CONCLUSIONS AND RECOMMENDATIONS

! EXISTING CONDITIONS

Based on the analysis of existing conditions, it may that:

1. Acceptable traffic operations on Wallowa Lake Highway are experienced under existing traffic conditions.

2. Preliminary signal wanants are not met at my of the major intersections of Wallowa Lake Highway based on existing traffic volume.

3. Wunicane Creek Road should be re-aligned to intersect Wallowa Lake Highway at a right angle. If warranted, a separate left-turn lane for westbound traffic on Wallowa Lake Highway should be provided at Hurricane Creek Road.

4. The addition of a center left-turn lane on Wallowa Lake Highway between North Street and Grant Street could result in improved safety conditions by reducing the number of turn-related and rear-end accidents, especially at Greenwood Street. Removal of on-street parking at major intersections, such as Greenwood Street, may improve motorist sight lines and could also result in improved safety conditions.

5. Geometric constraints on Golf Course Road in the vicinity of the Wallowa Lake Highway intersection may pose potential capacity andtor safety problems due to the impacts of turning movements occurring at private driveways within the influence of the intersection.

FUTURE CONDITIONS

Based on the analysis of future conditions, it may be concluded that:

1. Acceptable traffic operations will be achieved on Wallowa Lake Highway and local streets in the 2015 planning year horizon without significant roadway capacity improvements.

2 . Preliminary signal warrants are not met at any of the major intersections of Wallowa Lake Highway.



The study also identified issues concerning traffic access and circulation with regards to Wallowa Lake Highway, and pedestrian and bicycle system improvements. As such, the following recommendations are made.

1. Encourage the City of Enterprise in development of local street connections between Golf Course Road and the Enterprise-Lewiston Highway, either at Park Street, Flora Street, or both. Local connection will provide future access for intra- city travel and achieve AOH policy goals and strategies on Wallowa Lake Highway.

2 . Limit future access to Wallowa Lake Highway withn Enterprise to existing local streets/driveways unless no alternative exists.

3. Assist the City of Enterprise in identifying possible funding resources to fully develop a pedestrian and bicycle system along Wallowa Lake Highway to include but not be limited to:

Formation of Local Improvement District(s) (LID) to help pay for sidewalk construction along Wallowa Lake Highway adjacent to developed lands within the City of Enterprise (Generally, sidewalk widths should be a minimum of six feet);

D Development of Comprehensive PIan amendments that condition new development (adjacent to Wallowa Lake Highway) to construct sidewalks as part of the land development; and,

Development of future bicycle lanes or designate bicycle routes (posted bicycle route signing instead of striped lane) along Wallowa Lake Highway through Enterprise as part of any highway improvement project.

4. Conduct additional access and circulation study of Wallowa Lake HighwayIGolf Course Road intersection area to include potential queuing requirements, turn-lane storage requirements, and impact(s) of potential private driveway closure to adjacent properties.

Based on this analysis, the transportation improvement strategies outlined above will maintain acceptable traffic operations and improve safety conditions along Wallowa Lake Highway for the foreseeable future, and provide for improved local traffic circulation between developing land use

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APPENDIX A EXISTING LOS WORKSHEETS

1985 HCM: UNSIGNALIZED INTERSECTIONS Page - 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

AVERAGE RUNNING SPEED, MAJOR STREET.. 30

PEAK HOUR FACTOR . . . . . . . . . . . . . . . . . . . . . -9

. . . . . . . . . . . . . . . . . . . . . . AREA POPULATION 1500

. . . . . . . . . NAME OF THE EAST/WEST STREET Greenwood

OF THE NORTH/SOUTH STREET . . . . . . . I-EW 82

. . . . . . . . . . . . . . . . . . NAME OF THE M U Y S T AJM

DATE OF THE ANALYSIS (mm/dd/yy-) . . . . . . 05-27-1993

TIME PERIOD ANALYZED . . . . . . . . . . . . . . . . . 1990 pm

OTHER INFORMATION . . . . Nov 1990 3-4 pm

INTERSECTION TYPE AND CONTROL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

INTERSECTION TYPE: 4-LEG

MAJOR STREET DIRECTION: NORTH/SOUTH

CONTROL TYPE EASTBOUND: STOP SIGN

CONTROL TYPE WESTBOUND: STOP SIGN

TRAFFIC VOLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

EB WB NB SB - - - - - - - - - - - - - - - -

LEFT 2 0 20 30 25

THRU 20 10 210 210

RIGHT 60 20 15 35

NUMBER OF LANES AND LANE USAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LANES

ADJUSTMENT FACTORS Page - 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - - - - - - - - - - - -

PERCENT RIGHT TURN CURB RADIUS ( f t) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS

_ _ - - - _ - _ _ _ _ _ _ _ _ _ _ _ _ _ - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 . 0 0 90 2 0 N

WESTBOUND 0 . 0 0 90 20 N

NORTHBOUND 0 . 0 0

SOUTHBOUND 0 . 0 0 90 2 0 N

VEHICLE COMPOSITION _ _ _ _ - - _ _ _ - - _ _ - _ _ _ - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

% SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 0 0

WESTBOUND 0 0 0

NORTHBOUND 0 0 0

SOUTHBOUND 0 0 0

CRITICAL GAPS _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 1 0 - 2 ) VALUE ADJUSTMENT CRITICAL GAP

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINOR RIGHTS

EB 5 . 5 0 5 . 5 0 0 . 0 0 5 . 5 0 W B 5 . 5 0 5 . 5 0 0 . 0 0 5 . 5 0

MAJOR LEFTS SB 5 . 0 0 5 . 0 0 0 . 0 0 NB 5 . 0 0 5 . 0 0 0 . 0 0

MINOR THROUGHS EB 6 . 0 0 6 . 0 0 0 . 0 0 6 . 0 0 WB 6 . 0 0 6 . 0 0 0 . 0 0 6 . 0 0

MINOR LEFTS EB 6 . 5 0 6 . 5 0 0 . 0 0 6 . 5 0 WB 6 . 5 0 6 . 5 0 0 . 0 0 6 . 5 0

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . Greenwood NAME OF THE NORTH/SOUTH STREET . . . . HWY 82 DATE AND TIME OF THE ANALYSIS . . . . . 0 5 - 2 7 - 1 9 9 3 ; 1 9 9 0 pm OTHER INFORMATION . . . . Nov 1 9 9 0 3 - 4 pm

CAPACITY AND LEVEL-OF-SERVICE Page - 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - - - - - - - - - - - -

POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY

MOVEMENT ~ ( p c p h ) c (pcph) c (pcph) c (pcph) c = c - v LOS

MINOR STREET

EB LEFT THROUGH RIGHT

MINOR STREET

WB LEFT THROUGH RIGHT

MAJOR STREET

SB LEFT NB LEFT

IDENTIFYING 1NFORMA.TION _ _ _ _ _ - _ _ _ - - - _ - _ _ _ - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NAME OF THE EAST/WEST STREET . . . . . . Greenwood NAME OF THE NORTH/SOUTH STREET . . . . HWY 82 DATE AND TIME OF THE ANALYSIS . . . . . 05-27-1993 ; 1990 pm OTHER INFORMATION . . . . Nov 1990 3-4 pm




PEAK HOUR FACTOR . . . . . . . . . . . . . . . . . . . . . 1

. . . . . . . . . . . . . . . . . . . . . . AREA POPULATION 5000

NAME OF THE EAST/WEST STREET . . . . . . . . . HWY 82

NAME OF THE NORTH/SO'JTH STREET . . . . . . . GOLF COURSE RD,

NAME OF THE ANALYST . . . . . . . . . . . . . . . . . . PSW

DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . 08-09-1993

TIME PERIOD ANALYZED . . . . . . . . . . . . . . . . . P.M. PEAK

. . . . OTHER INFORMATION EXPMG082 - EXISTING P.M. PEAK HOUR GOLF COURSE RD. @ HWY 82


INTERSECTION TYPE: T-INTERSECTION

MAJOR STREET DIRECTION: EAST/WEST

CONTROL TYPE SOUTHBOUND: STOP SIGN

TRAFFIC VOLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

EB WB NB SB - - - - - - - - - - - - - - - -

LEFT 10 0 - - 4 0

THRU 160 130 - - 0

RIGHT 0 35 - - 20

NUMBER OF LANES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LANES

ADJUSTMENT FACTORS Page - 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS

- _ - _ - - _ _ _ _ _ _ _ _ ^ _ - - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0.00 90 20 N

WESTBOUND 0.00 90 20 N

NORTHBOUND - - - - - - - - - - - -

SOUTHBOUND 0.00 90 20 N

VEHICLE COMPOSITION _ - P _ _ _ L - - - _ _ _ - - - - _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

% SU TRUCKS % COMBINATION RV' S VEHICLES % MOTORCYCLES

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 5 0

WESTBOUND 0 5 0

NORTHBOUND - - - - - - - - -

SOUTHBOUND 0 2 0

CRITICAL SAPS _ _ _ _ _ - - - - _ _ - - - _ p - - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINOR RIGHTS

SB 5.50 5.50 0.00 6.00

MAJOR LEFTS EB

MINOR LEFTS SB

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HWY 82 NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE RD. DATE AND TIME OF THE ANALYSIS . . . . . 08-09-1993 ; P.M. PEAK OTHER INFORMATION . . . . EXPMG082 - EXISTING P.M. PEAK HOUR GOLF COURSE

RD. @, HWY 82

CAPACITY AND LEVEL-OF-SERVICE Page - 3 _ - - _ - - _ - - - - _ _ ^ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -


MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS P M SH R SH

MINOR STREET

SB LEFT 41 694 690 li 590 > 649 39 W s 735 > 674 >A

RIGHT 20 848 848 > 8 4 8 > 8 2 7 > W

MAJOR STREET

EB LEFT 11 990 990 990 980 A

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HWY 82 NAME OF THE NORTH/SOUTH STREET . . . . GOLF C O ~ S E RD. DATE AND TIME OF THE ANALYSIS . . . . . 08-09-1993 ; P,M. PEAK OTHER INFORMATION . . . . EXPMG082 - EXISTING P.M. PEAK HOUR GOLF COURSE

RD. @ HWY 82




PEAK HOUR FACTOR . . . . . . . . . . . . . . . . . . . . . 1

. . . . . . . . . . . . . . . . . . . . . . AREA POPULATION 5000

NAME OF THE EAST/WEST STREET . . . . . . . . . SAFEWAY WEST ENT

. . . . . . . NAME OF THE NORTHJSOUTH STREET GOLF COURSE R O W

NAME OF THE ANALYST ..,............... PSW


TIME PERIOD ANALYZED . . . . . . . . . . . . . . . . . P.M.PEAK

OTHER INFORMATION . . . . EXPMSWGC - EXISTING P.M. PEAK, SAFEWAY WEST EN T. @ GOLF COURSE



MAJOR STREET DIRECTION: NQRTH/SQUTH


TRAFFIC VOLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

EB WB NB SB - - - - - - - - - - - - - - - -

LEFT - - 5 0 5

THRU - - 0 4 0 55

RIGHT - - 1 5 0

NUMBER OF LANES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

E i3 WB NB SB - - - - - - - - - - - - - - - - - - - - - - - - - - - -

LANES - - 1 1 1

ADJUSTMENT FACTORS Page - 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - - - - - - - - - - - -


- - - - - - _ _ _ _ _ _ _ _ _ - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND - - - - - - - - - - - -

WESTBOUND 0 . 0 0 90 2 0 N

NORTHBOUND 0 . 0 0 90 2 0 N


VEHICLE COMPOSITION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

% SU TRUCKS % COMBINATION AND RLT' S VEHICLES % MOTORCYCLES

- - - - - - - - - - - _ - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND - - - - - - - - -

WESTBOUND 0 0 0

NORTHBOUND 0 0 0

SOUTHBOUND 0 0 0

CRITICAL GAPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

TABULAR VALUES ADJUSTED SIGHT DIST. F I NAL (Table 1 0 - 2 ) VALUE ADJUSTMENT CRITICAL GAP

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINOR RIGHTS

WB 5 . 5 0 5 . 5 0 0 . 0 0 6 . 0 0

MAJOR LEFTS SB

MINOR LEFTS WB

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . SAFEWAY WEST ENTRANCE NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE ROAD DATE AND TIME OF THE ANALYSIS . . . . . 0 8 - 0 9 - 1 9 9 3 ; P.M.PEAK OTHER INFORMATION . . . . EXPMSWGC - EXISTING P.M. PEAK, SAFEWAY WEST EN

T. @ GOLF COURSE

CAPACITY AND LEVEL-OF-SERVICE Page - 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

POTEN- ACTUAL FLOW- TIAL MOVEMENT RATE CAPACITY CAPACITY

MOVEMENT ~ ( p c p h ) c (pcph) c (pcph) P M - _ - _ - _ - - - - - - - - - - - - - - - - - -

SHARED CAPACITY

c (pcph) SH

RESERVE CAPACITY

c = c - v LOS R SH

- - - - - - - - - - - - - -

MINOR STREET

WB LEFT 6 893 890 > 890 > 8 8 4 > A >. 900 > 893 >A

RIGHT 1 955 955 > 955 > 954 > A

MAJOR STREET

SB LEFT 6 1000 1000 1000 995 A

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . SAFEWAY WEST ENTRANCE NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE ROAD DATE AND TIME OF THE ANALYSIS . . . . . 08-09-1993 ; P.M.PEAK OTHER INFORMATION . . . , EXPMSWGC - EXISTING P.M, PEAK, SAFEWAY WEST EN

T. @ GOLF COURSE

1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .



PEAK HOUR FACTOR . . . . . . . . . . . . . . . . . . . . . 1

AREA POPULATION . . . . . . . . . . . . . . . . . . . . . . 5000

. . . . . . . . . NAME OF THE EAST/WEST STREET HIGWAY 82

NAME OF THE ANBLYST .................. PSW

. . . . . . DATE OF THE ANALYSIS (mm/dd/yy) 08-09-1993

TIME PERIOD ANALYZED . . . . . . . . . . . . . . . . . P.M. PEAK HOUR

OTHER INFORMATION . . . . EXPMSS82 - EXISTING P.M. PEAK, SOUTH SAFEWAY E NT. @ KWY 82





TRAFFIC VOLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LEFT

THRU

RIGHT

NUMBER OF LANES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LANES


PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - -

EASTBOUND 0 . 0 0 9 0 20 N

WESTBOUND 0 . 0 0 9 0 20 N

NORTHBOUND - - - - - - - - - - - -


VEHICLE COMPOSITION _ p - - - - p - - - - p - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

% SU TRUCKS % COMBIPJATIQN AND R V ' S TJTEHICLES % MOTORCYCLES

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 0 0

WESTBOUND 0 0 0

NORTHBOUND - - - - - - - - -

SOUTHBOUND 0 0 0

CRITICAL GAPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .


- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINOR RIGHTS

SB 5 . 5 0 5 . 5 0 0 . 0 0 6 . 0 0

MAJOR LEFTS EB

MINOR LEFTS SB

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HIGHWAY 82 NAME OF THE NORTH/SOUTH STREET . . . . SOUTH SAFEWAY ENTRANCE DATE AND TIME OF THE ANALYSIS . . . . . 0 8 - 0 9 - 1 9 9 3 ; P.M. PEAK HOUR OTHER INFORMATION . . . . EXPMSS82 - EXISTING P.M. PEAK, SOUTH SAFEWAY E

NT. @ HWY 82



MOVEMENT ~ ( P c P ~ ) c (pcph) c (pcph) c (pcph) c = c - v LOS

MINOR STREET

SB LEFT 66 661 654 IS 654 > 588 > A : 684 =. 602 >A

RIGHT 17 840 840 4 840 > 824 > A

lvlAJOR STREET

EB LEFT 17 991 991 991 975 A

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HIGHWAY 82 NAME OF THE NORTH/SOUTH STREET . . . . SOUTH SAFEWAY ENT DATE AND TIME OF THE ANALYSIS . . . . . 08-09-1993 ; P.M. PEAK HOUR OTHER INFORMATION . . . . EXPMSS82 - EXISTING P.M. PEAK, SOUTH SAFEWAY E

NT. @ HWY 82

APPENDIX B LAND USE ZONING: PERMITTED USE

Two-Family Residential R-1 plus duplexes, double-wide mobile homes >= 6600 s.f. + 1000 * (# units - 2)

Multi-Family Residential R-2 plus multifamily, triple-wide mobile homes >= 6600 s.f. + 1000 * (# units - 2)

Central Business District I-lotel/niotel, retail/wholesale, eatingldrinking establishments, financial institutions, nepnirl~naintenance, offices, services, light industry, apartments on second (+) story

Commercial CBD plus churches, farm use, nursing home, hospital; less apartments

Comn~ercialAndustrii~I CBD apartments; plus storage buildings, blacksmithlmachine shops, mobile horneltrailer parks, public works facilities, manufacturing, farm use, nursing homes, hospitals

Commercial View Office building, hotel, motel, restaurants (excluding fast food restaurants)

APPENDIX C LAND USE ZONING: CONDITIONAL USE

Two-Family Residential R-l plus government use, triple and double-wide mobile homes, multi (S4) family dwellings, commercial greenhouse, equipment/truck storage, group nursing home

Multi-Family Residential Community building, school, home occupations, mobile/trailer home park, government use, circus/fairs/cal-nivals, commercial greenhouses, single-wide mobile home, access structures, eqnipmenUtruck storage, farm use structure, group nursing home, group residential care home, nursing home, hospital

Central Business District Churches, schools, off-premise signs, residential uses

Commercial Mobile home/trailer parks, single-family/duplex, multi-family dwellings, single/double/triple-wide mobile homes, schools, off-premise signs, circuseslfairs/carnivals, farm-use structures, government use, group nursing home, group residential care home, residential care facility -- same size as R-2 for residential uses

Comn~ercial/Indust~'i~~l Same as C-1 minus circuses/fairs/carnivals, government use

Commercial View Multiple family dwellings, residential facilities, and other compatible uses that benefit from view location

APPENDIX D ORIGIN-DESTINATION TABLE

HOm-BASED TRIPS

APPENDIX E FUTURE LOS 7VORMSHEETS


IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

AVERAGE RUNNING SPEED, MAJOR STREET.. 3 0

PEAK HOUR FACTOR . . . . . . . . . . . . . . . . . . . . . .9

. . . . . . . . . . . . . . . . . . . . . . AREA POPULATION 1500

NAME OF THE EAST/WEST STREET . . . . . . . . . Greenwood

NAME OF THE NORTH/SOUTH STREET . . . . . . . WWY 82

NAIVE OF THE A N a Y S T . . . . . . . . . . . . . . . . . . AJM

DATE OF THE ANALYSIS ( m m / d d / y y ) . . . . . . 05-27-1993

TIME PERIOD ANALYZED . . . . . . . . . . . . . . . . . 2015

OTHER INFORMATION . . . . Future (Existing * 1.5)






TRAFFIC VOLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

EB WB NB SB - - - - - - - - - - - - - - - -

LEFT 30 3 0 45 3 0

THRU 3 0 15 315 315

RIGHT 90 3 0 2 5 55

NUMBER OF LANES AND LANE IJSAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LANES



- _ - - - - - _ _ _ _ _ _ _ _ _ _ - - - - _ - _ - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 . 0 0 9 0 2 0 N

WESTBOUND 0 . 0 0 9 0 2 0 N

NORTHBOUND 0 . 0 0 9 0 2 0 N

SOUTHBOUND 0 . 0 0 9 0 2 0 N

VEHICLE COMPOSITION _ p _ _ - - - - - - _ _ - - _ _ _ p - - - - - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -


- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 0 0

WESTBOUND 0 0 0

NORTHBOUND 0 0 0

SOUTHBOUND 0 0 0

CRITICAL GAPS _ _ _ - _ _ - _ _ _ _ - - _ - - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -


- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINOR RIGHTS

EB 5 . 5 0 5 . 5 0 0 . 0 0 5 . 5 0 WB 5 . 5 0 5 . 5 0 0 . 0 0 5 . 5 0

MAJOR LEFTS SB 5 . 0 0 5 . 0 0 0 . 0 0 5 . 0 0 NB 5 . 0 0 5 . 0 0 0 . 0 0 5 . 0 0


MINOR LEFTS EB 6 . 5 0 6 . 5 0 0 . 0 0 6 . 5 0 WB 6 . 5 0 6 . 5 0 0 . 0 0 6 . 5 0

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . Greenwood NAME OF THE NORTH/SOUTH STREET . . . . HWY 8 2 DATE AND TIME OF THE ANALYSIS . . . . . 0 5 - 2 7 - 1 9 9 3 ; 2 0 1 5 OTHER INFORMATION . . . . Future (Existing * 1 . 5 )


POTEN- FLOW- TIAL RATE CAPACITY

MOVEMENT ~ ( p c p h ) c (pcph)

ACTUAL MOVEMENT CAPACITY c (pcph) M

SHARED CAPACITY

RESERVE CAPACITY

c = c - v LOS R SH

- - - - - - - - - - - - - -

MINOR STREET

EB LEFT 3 7 273 239 > 239 s 202 r C THROUGH 3 7 345 322 > 436 322 > 253 285 >C C RIGHT 110 718 718 > 718 =. 608 > A

MINOR STREET

WB LEFT 3 7 233 183 > 183 > 146 > D THROUGH 18 337 314 > 296 314 > 205 296 >C C RIGHT 3 7 733 733 > 733 > 696 > A

MAJOR STREET

SB LEFT NB LEFT

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . Greenwood NAME OF THE NORTH/SOUTH STREET . . . . HWY 82 DATE AND TIME OF THE ANALYSIS . . . . . 05-27-1993 ; 2015 OTHER INFORMATION.... Future (Existing * 1.5)

1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .



PEAK HOUR FACTOR . . . . . . . . . . . . . . . . . . . . . 1

. . . . . . . . . . . . . . . . . . . . . . AREA POPULATION 5000

NAME OF THE EAST/WEST STREET . . . . . . . . . 82

. . . . . . . NAME OF THE NORTW/SOUTH STREET GOLF COURSE RD.

NAME OF THE ANALYST . . . . . . . . . . . . . . . . . . PSW


. . . . . . . . . . . . . . . . . TIME PERIOD ANALYZED P.M. PEAK

OTHER INFORMATION . . . . FUWRGC82 - FUTURE W/RESIDENTIAL P.M. PEAK, GOL F COURSE @ HWY 82





TRAFFIC VOLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LEFT

THRU

RIGHT

NUMBER OF LANES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LANES


PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - -

EASTBOUND 0.00 90 20 N


SOUTHBOUND 0.8 0 90 20 N

VEHICLE COMPOSITION _ - - _ _ _ E _ = _ _ _ _ _ _ - _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

% SU TRUCKS % COMBINATION AND RViS VEHICLES % MOTORCYCLES

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 5 0

WESTBOUND 0 5 0

SOUTHBOUND 0 2 0

CRITICAL GAPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

TABULAR VALUES ADJUSTED SIGHT DIST, FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINOR RIGHTS

SB 5 . 5 0 5 . 5 0 0.00 6 . 0 0

MAJOR LEFTS EB

MINOR LEFTS SB

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HWY 82 NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE RD. DATE AND TIME OF THE ANALYSIS . . . . . 08-09-1993 ; P.M. PEAK OTHER INFORMATION . . . . FUWRGC82 - FUTURE W/RESIDENTIAL P.M. PEAK, GOL

F COURSE @ HWY 82

CAPACITY A.ND LEVEL-OF-SERVICE Page - 3

MOVEMENT

MINOR STREET

SB LEFT

RIGHT

MAJOR STREET

EB LEFT

POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS

P M SH R SH - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HWY 82 NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE RD. DATE AND TIME OF THE ANALYSIS . . . . . 08-09-1993 ; P . M . PEAK OTHER INFORMATION . . . . FUWRGC82 - FUTURE W/RESIDENTIAL P.M. PEAK, GOL

F COURSE @ HWY 82

1985 HCM': UNSIGNALIZED INTERSECTIONS Page - 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .



. . . . . . . . . . . . . . . . . . . . . PEAK HOUR FACTOR 1

. . . . . . . . . . . . . . . . . . . . . . AREA POPULATION 5000

. . . . . . . . . MaME OF THE EAST/WEST STREET SAFEWY WEST ENT

NAME OF THE NORTH/SOUTH STREET . . . . . . . GOLF COURSE ROAD

NAME OF THE ANALYST .................. PSW



. . . . OTHER INFORMATION FUWRSWGC - FUTURE W/RESIDENTIAL, SAFEWAY WEST ENT. @ GOLF COURSE

INTERSECTION TYPE AND CONTROL





TRAFFIC VOLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LEFT

THRU

RIGHT

NUMBER OF LAPIES AND LANE USAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LANES

ADJUSTMENT - - - - - - - - - - -

FACTORS - - - L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

Page - 2 - - - - - -

PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

EASTBOUND 0.00 90 20 N

WESTBOUND 0 . 0 0 90 20 N

NORTHBOUND 0 . 0 0 90 20 N

SOUTHBOUND 0 - 0 0 90 2 0 N

VEHICLE CQMPBSETPON _ _ _ - - _ _ _ - _ _ - _ _ - - - _ p - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -


- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 0 0

WESTBOUND 0 0 0

NORTHBOUND 0 0 0

SOUTHBOUND 0 0 0

CRITICAL GAPS _ _ _ p _ _ _ _ _ _ p _ _ p _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -


- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINOR RIGHTS

EB 5 . 5 0 5 . 5 0 0 . 0 0 5 . 7 0 WB 5 . 5 0 5 . 5 0 0 . 0 0 5 . 7 0

MAJOR LEFTS SB 5 . 0 0 5 . 0 0 0 . 0 0 5 . 0 0 NB 5 . 0 0 5 . 0 0 0 . 0 0 5 . 0 0


MINOR LEFTS EB 6 . 5 0 6 . 5 0 0 . 0 0 6 . 0 0 WB 6 . 5 0 6 . 5 0 0 . 0 0 6 . 0 0

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . SAFEWAY WEST ENTRANCE NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE ROAD DATE AND TIME OF THE ANALYSIS . . . . . 0 8 - 0 9 - 1 9 9 3 ; P.M.PEAK OTHER INFORMATION.... FUWRSWGC - FUTURE W/RESIDENTIAL, SAFEWAY WEST



MOVEMENT ~ ( p c p h ) c (pcph) c (pcph) c (pcph) c = c - v LOS P M SH R SH

_ - - - - - - - - - - - - - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

MINOR STREET

EB LEFT THROUGH R I GI-IT

MINOR STREET

WB LEFT THROUGH RIGHT

MAJOR STREET

SB LEFT NB LEFT

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . SAFEWAY WEST ENTRANCE NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE ROAD DATE AND TIME OF THE ANALYSIS . . . . . 08-09-1993 ; P.M.PEAK OTHER INFORMATION . . . . FUWRSWGC - FUTURE W/RESIDENTIAL, SAFEWAY WEST

ENT. @ GOLF COURSE


IDENTIFYING INFORMATION - - - - - - - - - - - - - - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - - - - - - - - - - - -


. . . . . . . . . . . . . . . . . . . . . PEAK HOUR FACTOR 1

AREA POPULATION . . . . . . . . . . . . . . . . . . . . . . 5000

. . . . . . . . . NAME OF THE EAST/WEST STREET HIGI-TWAY 82

. . . . . . . NAME OF THE NORTH/SOUTH STREET SOUTH SAFEWAY ENT

NAME OF THE ANALYST . . . . . . . . . . . . . . . . . . PSW.

DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . 08-09-1993 TIME PERIOD ANALYZED . . . . . . . . . . . . . . . . . P.M. PEAK HOUR

. . . . OTHER INFORMATION FUWRSS82 - FUTURE W/RESIDENTIAL, S. SAFEWAY EN T. @ HWY 82





TRAFFIC VOLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

EB WB NB SB - - - - - - - - - - - - - - - -

LEFT 20 0 - - 80

THRU 275 250 - - 0

RIGHT 0 15 - - 20

NUMBER OF LANES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

EB WB NB SB - - - - - - - - - - - - - - - - - - - - - - - - - - - -

LANES 1 1 - - 1



- - _ - - _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 . 0 0 90 2 0 N

WESTBOUND 0 . 0 0 90 2 0 N

NORTHBOUND - - - - - - - - - - - -


VEHICLE COMPOSITION _ _ _ _ - - - P _ - - - p - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

% SU TRUCKS % COMBINATION AND RTJ ' S VEHICLES % MOTORCYCLES

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 0 0

WESTBOUND 0 0 0

NORTHBOUND - - - - - - - - -

SOUTHBOUND 0 0 0

CRITICAL GAPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .


- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINOR RIGHTS

SB 5 . 5 0 5 . 5 0 0 . 0 0 6 . 0 0

MAJOR LEFTS EB 5 . 0 0

MINOR LEFTS SB

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HIGHWAY 82 NAME OF THE NORTH/SOUTH STREET . . . . SOUTH SAFEWAY ENTRANCE DATE AND TIME OF THE ANALYSIS . . . . . 08-09-1993 ; P.M. PEAK HOUR OTHER INFORMATION . . . . FUWRSS82 - FUTURE W/RESIDENTI&, S. SAFEWAY EN

T. @ HWY 82

CAPACITY AND LEVEL-OF-SERVICE Page-3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - - - - - - - - -

POTEN- ACTUAL FLOW- TIAL MOVEMENT RATE CAPACITY CAPACITY

MOVEMENT ~ ( p c p h ) c (pcph) c (pcph) P M - - - - - - - - - - - - - - - - - - - - - _ - - -

SHARED RESERVE CAPACITY CAPACITY c (pcph) c = c - v SH R SH

- - - - - - - - - - -

LOS

- - -

MINOR STREET

SB LEFT 88 513 506 > 506 > 418 > R > 541 > 431 >A

RIGHT 22 746 746 =. 746 > 7 2 4 > R

MAJOR STREET

EB LEFT 22 923 923 923 901 A

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HIGHWAY 82 NAME OF THE NORTH/SOUTH STREET . . . . SOUTH SAFEWAY ENT DATE AND TIME OF THE ANALYSIS . . . . . 08-09-1993 ; P.M. PEAK HOUR OTHER INFORMATION . . . . FUWRSS82 - FUTURE W/RESIDENTIAL, S. SAFEWAY EN

T. @ HWY 82

APPENDIX F FUTURE LOS WORKSHEETS:

CLOSURE OF WALLOWA LAKE NIGHWAYISAFEWAY DRlTarEWAY




. . . . . . . . . . . . . . . . . . . . . PEAK HOUR FACTOR 1

AREA POPULATION . . . . . . . . . . . . . . . . . . . . . . 5000

NAME OF THE EAST/WEST STREET . . . . . . . . . 82

NAME OF THE NORTH/SOUTW STREET . . . . . . . GOLF COURSE RD.

NAME OF THE PINXYST . . . . . . . . . . . . . . . . . . PSW


. . . . . . . . . . . . . . . . . TIME PERIOD ANALYZED P.M. PEAK

OTHER INFORMATION . . . . FUDCGC82 - FUTURE W/DRIVEWAY CLOSED, GOLF COUR SE @ HWY 82





TRAFFIC VOLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

EB WB NB SB - - - - - - - - - - - - - - - -

LEFT 3 5 0 - - 100

THRU 205 170 - - 0

RIGHT 0 95 - - 3 5

NUMBER OF LANES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LANES



- - - - - - - - _ _ _ _ _ _ _ _ _ _ - - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0.00 90 20 N


NORTHBOUND - - - - - - - - - - - -


VEHICLE COMPOSITION _p_---_-_----___-___sl-_-P--------------------------------------------------


- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 5 0

WESTBOUND 0 5 0

NORTHBOUND - - - - - - - - -

SOUTHBOUND

CRITICAL GAPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

TAF3ULAR VALUES ADJUSTED SIGHT DIST. F I NAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINOR RIGHTS

SB 5.50 5.50 0.00 6.00

MAJOR LEFTS

MINOR LEFTS SB

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HWY 82 NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE RD. DATE AND TIME OF THE ANALYSIS . . . . . 08-09-1993 ; P.M. PEAK OTHER INFORMATION . . . . FUDCGC82 - FUTURE W/DRIVEWAY CLOSED, GOLF COUR

SE @ HWY 82

CAPACITY AND LEVEL-OF-SERVICE Page-3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RE S.ERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY

MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS P M SH R SH - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

MINOR STREET

SB LEFT

RIGHT

MAJOR STREET

EB LEFT

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HWY 82 NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE RD. DATE AND TIME OF THE ANALYSIS . . . . . 08-09-1993 ; P.M. PEAK OTHER INFORMATION . . . . FUDCGC82 - FUTURE W/DRIVEWAY CLOSED, GOLF COUR

SE @ HWY 82




PEAK HOUR FACTOR . . . . . . . . . . . . . . . . . . . . . 1

. . . . . . . . . . . . . . . . . . . . . . AREA POPULATION 5000

. . . . . . . . . NAME OF THE EAST/WEST STREET SRFEWAY WEST ENT

NAME OF THE NORTH/SBUTH STREET . . . . . . . GOLF COURSE ROAD

NAME OF THE ANALYST .................. PSW



OTHER INFORMATION . . . . FUDCSWGC - FUTURE W/DRIVEWAY CLOSED, SAFEWAY W . ENT. @ GOLF COURSE






TRAFFIC VOLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LEFT

THRU

RIGHT

NUMBER OF LANES AND LANE USAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LANES

ADJUSTMENT FACTORS Page - 2 - - - - - - - - - - - - - - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -


- _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 . 0 0 9 0 2 0 N

WESTBOUND 0 . 0 0

NORTHBOUND 0 1 0 0 9 0 2 0 N

SOUTHBOUND 0 . 0 0



- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 0 0

WESTBOUND 0 0 0

NORTHBOUND 0 0 0

SOUTHBOUND 0 0 0

CRITICAL GAPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

TABULAR VALUES ADJUSTED SIGHT DIST . F I NAL (Table 1 0 - 2 ) VALUE ADJUSTMENT CRITICAL GAP

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINOR RIGHTS

EB 5 . 5 0 5 . 5 0 0 . 0 0 5 . 7 0 WB 5 . 5 0 5 . 5 0 0 . 0 0 5 . 7 0

MAJOR LEFTS SB 5 . 0 0 5 . 0 0 0 . 0 0 5 . 0 0 NB 5 . 0 0 5 . 0 0 0 . 0 0 5 . 0 0


MINOR LEFTS EB 6 . 5 0 6 . 5 0 0 . 0 0 WB 6 . 5 0 6 . 5 0 0 . 0 0

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . SAFEWAY WEST ENTRANCE NAME OF THE NoRTH/SOUTH STREET . . . . GOLF COURSE ROAD DATE AND TIME OF THE ANALYSIS . . . . . 0 8 - 0 9 - 1 9 9 3 ; P.M.PEAK OTHER INFORMATION.... FUDCSWGC - FUTURE W/DRIVEWAY CLOSED, SAFEWAY W


POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RATE

RESERVE CAPACITY CAPACITY

MOVEMENT CAPACITY CAPACITY

v ( ~ c ~ h ) c ( ~ c p h ) c (pcph) c (pcph) c = c - v LOS P M

- - - - - - - - - - - _ _ _ _ SH

- - - - - _ _ - _ - - _ R SH

- - - - - - - - - - - - - - _ _ - _ _ _ _ _ _ _

MINOR STREET

EB LEFT 33 759 712" 73.1 > 678 =. A > THROUGH 1 741 709 > 723 709 > 687 708 >A A RIGHT 2 966 966 966 =. 2. 964 z A

MINOR STREET

WB LEFT 2 789 753 753 > > 751 > A THROUGH 1 746 714 > 945 714 > 909 713 >A A RIGHT 33 972 972 972 > 939 > A >

MAJOR STREET

SB LEFT NB LEFT

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NAME OF THE EAsT/WEST STREET . . . . . . SAFEWAY WEST ENTRANCE NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE ROAD DATE AND TIME OF THE ANALYSIS..... 08-09-1993 ; P.M.PEAK OTHER INFORMATION.... FUDCSWGC - FUTURE W/DRIVEWAY CLOSED, SAFEWAY W

. ENT. @ GOLF COURSE




PEAK HOUR FACTOR . . . . . . . . . . . . . . . . . . . . . 1

. . . . . . . . . . . . . . . . . . . . . . AREA POPULATION 5000

. . . . . . . . . NAME OF THE EAST/WEST STREET HWY 82

NAME OF THE NORTH/SOUTH STREET . . . . . . . GOLF COURSE RD.

. . . . . . . . . . . . . . . . . . NAME OF THE ANALYST AJM


. . . . . . . . . . . . . . . . . TIME PERIOD ANALYZED P.M. Peak

OTHER INFORMATION . . . . FU82GCW - Future w/Residential HWY 82 @ GCR W. Safeway Drive Closed





TRAFFIC VOLUMES - - - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

LEFT

THRU

RIGHT

NUMBER OF LANES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LANES


PERCENT RIGHT TIJRN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS

- - - _ - - - - _ - _ _ _ _ _ _ _ _ _ - _ - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0.00 90 20 N


NORTHBOUND - - - - - - - - - - - -


VEHICLE COMPOSITION - - _ _ _ - - - - - _ - - _ - _ _ _ _ - - - - - = - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

% SU TRUCKS % COMBINATION AND RVFS VEHICLES % MOTORCYCLES

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 5 0

WESTBOUND 0 5 0

NORTHBOUND - - - - - - - - -

SOUTHBOUND 0 2 0

CRITICAL GAPS

TABULAX VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINOR RIGHTS

SB 5.50 5.50 0.00 5.50

MAJOR LEFTS EB 5.00

MINOR LEFTS SB

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HWY 82 NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE RD. DATE AND TIME OF THE ANALYSIS . . . . . 11-10-199 ; P.M. Peak OTHER INFORMATION . . . . FU82GCW - Future w/~esidential HWY 82 @ GCR W.

Safeway Drive Closed

CAPACITY AND LEVEL-OF-SERVICE Page - 3 _ _ _ _ _ _ _ _ - - _ - _ - _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -


MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS P M SH R SH - _ - - - - _ - - - - - - - - - - - - _ - - - - - - - - - - - - - - _ _ - _ _ - - _ - - - _ - - - - -

MINOR STREET

SB LEFT

RIGHT

T4AJOEi STREET

EB LEFT

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HWY 82 NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE RD. DATE AND TIME OF THE ANALYSIS . . . . . 11-10-199 ; P.M. Peak OTHER INFORMATION . . . , FU82GCW - Future w/~esidential HWY 82 @ GCR W.

Safeway Drive Closed




PEAK HOUR FACTOR . . . . . . . . . . . . . . . . . . . . . 1

AREA POPULATION . . . . . . . . . . . . . . . . . . . . . . 5000

NAME OF THE EAST/WEST STREET . . . . . . . . . HIGHWAY 82

. . . . . . . NAME OF THE NORTH/SOUTH STREET SOUTH SAFEWAY ENTRANCE

NAME OF THE ANALYST . . . . . . . . . . . . . . . . . . AJM


. . . . . . . . . . . . . . . . . TIME PERIOD ANALYZED P.M. Peak

OTHER INFORMATION . . . . FU82SSW - Future w/ Residential W. Safeway Dri ve Closed





TRAFFIC VOLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

EB WB NB SB - - - - - - - - - - - - - - - -

LEFT 35 0 - - 80

THRU 275 250 - - 0

RIGHT 0 15 - - 35

NUMBER OF LANES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LANES


PERCENT RIGHT TURN CURB RADIUS (f t) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS

_ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - _ - _ - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0.00 90 20 N


NORTHBOUND - - - - - - - - - - - -

SOUTHBOUND 0.0 0 90 2 0 N

VEHICLE COMPOSITION _ _ _ - _ - _ _ - _ P - _ - - - _ - _ b - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -


- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 0 0

WESTBOUND 0 0 0

NORTHBOUND - - - - - - - - -

SOUTHBOUND 0 0 0

CRITICAL GAPS _ _ _ _ _ - _ _ P _ - - _ - _ _ _ - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -


- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - - - - - - - - - MINOR RIGHTS

SB

MAJOR LEFTS

MINOR LEFTS SB

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HIGHWAY 82 NAME OF THE NORTH/SOUTH STREET . . . . SOUTH SAFEWAY ENTRANCE DATE AND TIME OF THE ANALYSIS . . . . . 11-10-199 ; P.M. Peak OTHER INFORMATION . . . . FU82SSW - Future w/ Residential W. Safeway Dri

ve Closed



MOVEMENT ~ ( p c p h ) c (pcph) c (pcph) c (pcph) c = c - v LOS P M SH R SH _ - - _ - _ - - _ _ _ _ _ - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

MINOR STREET

SB LEFT 88 447 436 > 436 > 348 > B > 510 > 383 >B

RIGHT 3 9 833 833 > 833 > 794 > A

MAJOR STREET

EB LEFT

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . HIGHWAY 82 NAME OF THE NORTH/SOUTH STREET . . . . SOUTH SAFEWAY ENTRANCE DATE AND TIME OF THE ANALYSIS . . . . . il-10-199 ; P.M. Peak OTHER INFORMATION . . . . FU82SSW - Future w/ Residential W. Safeway D r i

ve Closed




PEAK HOUR FACTOR . . . . . . . . . . . . . . . . . . . . . 1

AREA POPULATION . . . . . . . . . . . . . . . . . . . . . . 5000

NAME OF THE STREET. . , SAFEWAY WEST ENT

NAME OF THE ANALYST . . . .



OTHER INFORMATION . . . . FUGCWSW - Future w/Residential W. Safeway Driv e Closed


INTERSECTION TYPE : T-INTERSECTION

MAJOR STREET DIRECTION: NoRTH/SOUTM


TRAFFIC VOLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

EB WB NB SB - - - - - - - - - - - - - - - -

LEFT 5 - - 65 5

THRU

RIGHT 3 5 - - 5 2

NUMBER OF LANES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

LANES


PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERFiTION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS

- - - - - - - _ - - - _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - _ - _ - _ - _ _ _ _ EASTBOUND 0.00 90 20 N

WESTBOUND - - - - - - - - - - - -

NORTHBOUND 0.00 90 20 N




- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EASTBOUND 0 0 0

WESTBOUND - - - - - - - - -

NORTHBOUND 0 0 0

SOUTHBOUND 0 0 0

CRITICAL GAPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .


- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINOR RIGHTS

EB 5.50 5.50 0.00 5.50

MAJOR LEFTS NB 5.00

MINOR LEFTS EB

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . SAFEWAY WEST ENTRANCE NAME OF THE NoRTH/SOUTH STREET . . . . GOLF COURSE ROAD DATE AND TIME OF THE ANALYSIS . . . . . 11-10-93 ; P.M.PEAK OTHER INFORMATION . . . . FUGCWSW - Future w/Residential W. Safeway Driv

e Closed



MOVEMENT ~ ( p c p h ) c (pcph) c (pcph) c (pcph) c = c - v LOS P M SH R SH

- - - - - - - - - - - _ - - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - _ _ - - - - - - -

MINOR STREET

EB LEFT 6

RIGHT 3 9

MAJOR STREET

NB LEFT 72

IDENTIFYING INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAME OF THE EAST/WEST STREET . . . . . . SAFEWAY WEST ENTRANCE NAME OF THE NORTH/SOUTH STREET . . . . GOLF COURSE ROAD DATE AND TIME OF THE ANALYSIS . . . . . 11-10-93 ; P.M.PEAK OTHER INFORMATION . . . . FUGCWSW - Future w/Residential W. Safeway Driv

e Closed

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