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HomeMy WebLinkAboutLUA02-054 Vol. 2 of 2 1 2 3 MICROFILMED 4 5 6 BEFORE THE HEARING EXAMINER CITY OF RENTON 7 In the Matter of the Conditional Use Permit for 8 NO. LUA-02-054,ECF, CU-H 9 ST. ANTHONY'S CATHOLIC CHURCH ADDITION/RENOVATION HEARING BRIEF OF ST. ANTHONY'S 10 CATHOLIC CHURCH 11 12 I. SUMMARY OF APPLICATION 13 The St. Anthony's Parish' has prepared a 20-year master plan for renovation and 14 expansion. This Conditional Use Permit ("CUP") application covers the first 10 years and two 15 phases of that plan and is intended to accommodate existing parishioners and school students by 16 renovating and expanding current facilities to meet current needs. The Parish supports staff s 17 recommendation for approval of the CUP. 18 I The CUP application assumes the City will approve a street vacation for Whitworth 19 Avenue North and a nearby alley. The City Council acted yesterday, July 15, 2002,to approve 20 the street vacation, subject to the Parish's withdrawal of its request to locate the rectory at 215 21 Whitworth Avenue South, and entry into a development agreement limiting parish expansion to 22 the existinglparish property. A copy of the Council action will be submitted as an exhibit. In 23 24 1 The Catholic Archdiocese of Seattle owns this Parish property and all parish property in 25 western Washington. The Archdiocese and the Parish are in agreement as to how development should proceed on this property. For ease of reference, we will generally refer to the Parish or 26 the church as the applicant/owner. HEARING BRIEF OF Cairncross &Hempelmann, P.S. ST. ANTHONY'S CATHOLIC CHURCH- 1 Law Offices 524 Second Avenue,Suite 500 Seattle, Washington 98104-2323 ��� 9 V.J P 1 `�1 1 accordance with that agreement,the Parish formally revises its CUP application to withdraw the 2 request for the rectory at 215 Whitworth Avenue South 3 -to Since the 4 Council has determined that the street vacation is in the public interest,the Parish asks that the 5 CUP also be approved to allow development over the Whitworth Avenue corridor. 6 In addition to concluding that the CUP application meets the CUP criteria and should be 7 approved,the Parish asks that the Examiner make the following findings, based on the following 8 rationale: 9 • Finding: The CUP is approved to allow development over to be vacated areas of 10 Whitworth Avenue and an associated alley, including a portion of that alley that has 11 not yet been included in the street vacation petition. 12 Rationale: The street vacation proceeded on a convoluted path. Along the 13 way, the Parish acquired additional property and added it to the Master Plan area, 14 to provide more parking stalls resulting in the CUP application that is now before 15 the Examiner. The Parish's original application for a street vacation did not 16 include a section of alleyway which the Parish now also wishes to vacate for use 17 due to its proximity to recently acquire property. This area will be described in 18 testimony to the Examiner. The Parish intends to seek to have this portion of 19 alleyway added to the street vacation petition, and to hold a public hearing on that 20 alleyway vacation combined with a public hearing on the proposed Development 21 Agreement. Approval of the CUP subject to street vacation approval for all 22 relevant streets and alleys provides for an efficient process. 23 • Finding: At the completion of Phase I,the Parish will have markedly improved the 24 parking available on site, by doubling the available number of stalls. 25 26 HEARING BRIEF OF Cairncross &Hempelmann, P.S. ST. ANTHONY'S CATHOLIC CHURCH - 2 Law Offices 524 Second Avenue,Suite 500 Seattle, Washington 98104-2323 1 Rationale: Parking has been an issue of significant concern for the 2 community. A fmding such as this one makes clear to the community that the 3 Parish's plans effect a significant change in the parking supply in this area of 4 downtown. 5 • I Finding: Phases I and II of the Parish Master Plan do not result in additional daily 6 traffic trips on City streets. 7 Rationale: Phases I and II of the Master Plan renovate and add facilities 8 intended to serve the existing Parish community and school. Evidence in the 9 record,the project's Transportation Impact Analysis, demonstrates that no 10 ; additional trips are anticipated. The requested fmding reflects the only evidence 11 in the record and sets the amount of traffic mitigation payment under MDNS 12 condition no. 3. 13 • Finding: The RMC includes multiple sections governing landscaping along parking 14 lots that front on public streets, RMC 4-4-080G.7.d and RMC 4-2-120B. The St. 15 Anthony's project was designed with 5 feet of parking lot landscaping. To meet the 16 remainder of the code which could be read as calling for 10 feet of landscaping, staff 17 suggested and the Parish agreed to enhance existing planting strips in the public right- 18 of-way. This is an appropriate compromise and meets the intent of the City Code. 19 Rationale: The Code provides multiple landscaping requirements, one 20 specific to parking lots and one calling generally landscaping along street 21 frontages in the CD zone. This finding reconciles these provisions in a way that 22 enhances public pedestrian amenities, and green spaces. 23 24 25 26 HEARING BRIEF OF Cairncross &Hempelmann, P.S. ST. ANTHONY'S CATHOLIC CHURCH- 3 Law Offices 524 Second Avenue,Suite 500 Seattle, Washington 98104-2323 1 II. ANALYSIS OF CUP APPLICATION CRITERIA 2 RMC 4-9-030.G lists eleven criteria that the Hearing Examiner is to review in making a 3 decision on a Conditional Use Permit application. The criteria are listed below, together with a 4 summary of the evidence supporting each criterion. 5 (1) CONSISTENCY WITH THE COMPREHENSIVE PLAN, ZONING CODE 6 & OTHER ORDINANCES: The proposed use shall be compatible with the general purpose, goals, objectives 7 and standards of the Comprehensive Plan, the Zoning Ordinance and any other plan,program, map or ordinance of the City of Renton. 8 The Preliminary Report to the Hearing Examiner prepared by Lesley Nishihira(the "Staff 9 Report") summarizes this criterion as requiring a showing of consistency with the City's: (a) 10 Comprehensive Plan Land Use Element, (b) Zoning Code, and (c) Development Standards. The 11 Staff Report correctly concludes that this criterion is met by the application. 12 As noted in the Staff Report,the Parish does provides neighborhood and community 13 services, and having been located in the downtown for almost 100 years, its renovation and 14 expansion should be anticipated. The evidence will show that the Parish also assists the 15 economic development of downtown by bringing shoppers and diners into town on a regular 16 basis for church and school functions. In addition, as set forth in the detailed"Justification for 17 the CUP" filed as part of the permit application, the renovation and expansion advance multiple 18 other policies of the Comprehensive Plan, including the Religious Facilities policies. 19 Churches are Hearing Examiner Conditional Uses in every Renton zoning district, 20 including the CD, Center Downtown. RMC 4-2-060 (Zoning Use Table). Existing schools, 21 including up to 10 percent expansion of the school is permitted in the CD; additional expansion 22 also requires a Hearing Examiner CUP approval. Id. The project meets the CD development 23 standards, including providing less than 65 percent lot coverage, building heights under 95 feet, 24 and setbacks from 10 to 15 feet along street frontages. This CUP criterion is met. 25 26 HEARING BRIEF OF Cairncross &Hempelmann, P.S. ST. ANTHONY'S CATHOLIC CHURCH - 4 Law Offices 524 Second Avenue,Suite 500 Seattle, Washington 98104-2323 1 (2) COMMUNITY NEED: 2 There shall be a community need for the proposed use at the proposed location. In the determination of community need, the Hearing Examiner shall consider the 3 following factors, among all other relevant information: (a) The proposed location shall not result in either the detrimental 4 overconcentration of a particular use within the City or within the immediate area of the proposed use. 5 (b) That the proposed location is suited for the proposed use. 6 The St. Anthony's Parish was established in 1905. Accordingly, Catholic Church uses 7 were established in this part of Renton's downtown almost 100 years ago. The Parish serves 8 over 2000 liouseholds, and 500 schoolchildren, many of whom live within the City of Renton. 9 There is continuing demand for Parish services and, therefore, a community need. 10 The proposed CUP project location already serves the Parish well, is suited for the 11 proposed expansion, and is the only site on which the proposed renovation can occur. The fact 12 that other churches have located in the area more recently should not preclude the expansion and 13 renovation of existing church uses to serve the existing Catholic community. The Staff Report 14 correctly notes that the expansion of existing Parish uses will not result in a new church use and, 15 therefore, does not result in a detrimental overconcentration of church uses in the area. Instead, 16 this application does not change the concentration of church uses in the area. 17 , 18 on the • rr - This plan consolidates the church uses. The community need 19 criterion is met by this application. 20 21 (3) EFFECT ON ADJACENT PROPERTIES: The proposed use at the proposed location shall not result in substantial or undue 22 adverse effects on adjacent property. The following site requirements shall be required: 23 (a) Lot Coverage• Lot coverage . . . shall conform to the requirements of zone in which the proposed use is to be located 24 (b) Yards: Yards shall conform to the requirements of the zone in which the 25 proposed use is to be located. Additions to the structure shall not be allowed in any required yard 26 HEARING BRIEF OF Cairncross &Hempelmann, P.S. ST. ANTHONY'S CATHOLIC CHURCH - 5 Law Offices 524 Second Avenue,Suite 500 Seattle, Washington 98104-2323 1 (c) Height: Building and structure heights shall conform to the requirements of the zone in which the proposed use is to be located Spires, bell towers,public 2 utility antennas or similar structure may exceed the height requirement upon approval of a variance. Building heights should be related to surrounding uses in 3 order to allow optimal sunlight and ventilation, and minimal obstruction of views from adjacent structures. 4 The Parish understands that the Staff Report will be corrected during the Hearing, and, as 5 such the Staff Report accurately reflects and the Parish's expert testimony will show that all lot 6 coverage, yard and building height requirements are met. Accordingly,there are no adverse 7 impacts on adjacent property associated with these factors and this CUP criterion is met. In 8 addition, no other substantial adverse or undue effects are anticipated. The site together with all 9 surrounding property is zoned for even more intense development than is proposed, and the uses 10 on the site that are expanding are generally passive parking uses, screened from neighbors by 11 landscaping. 12 13 (4) ' COMPATIBILITY: The proposed use shall be compatible with the residential scale and character of 14 the neighborhood 15 Compatibility analysis for this project is unique. The Parish is located in a neighborhood 16 zoned for significant growth, but currently containing mostly single-family residences and small 17 businesses. The Parish renovation and expansion is designed to increase compatibility with the 18 existing neighborhood development by reducing traffic flow and parking impacts on those 19 neighbors. Traffic flow will be improved during congested school drop off and pick up time 20 periods by the provision of substantially more traffic queuing area. Significantly more parking 21 spaces will also be provided by the project, reducing the number of cars parked on neighborhood 22 streets for church services. Access to the Parish property will not use Morris Avenue, which is 23 currently a residential street, although zoned for greater development. 24 In the future,the surrounding area is designated for dense commercial and residential 25 development. Although it is inappropriate and unfair to measure this project's compatibility with 26 HEARING BRIEF OF Cairncross &Hempelmann, P.S. ST. ANTHONY'S CATHOLIC CHURCH- 6 Law Offices 524 Second Avenue,Suite 500 Seattle, Washington 98104-2323 1 the neighborhood against speculative future development that may never occur,the Parish 2 project was designed to also be compatible with these future uses. The Parish project provides a 3 neighborhood center and initiates the redevelopment of this area of downtown by intensifying, 4 consolidating and modernizing its structures to match future designs. Assuming the intense 5 residential development called for by the Comprehensive Plan occurs, more and more 6 parishioners will be able to walk to services, further reducing the parking demand in the area. 7 The Staff Report notes that development to the south of the Parish property could 8 generate up to an additional 2,483 trips, and speculates that those trips may cause undue impacts 9 to other streets if the Whitworth Avenue Street Vacation is approved. In fact,just as the zoning 10 density of property is a legislative determination of the City Council, so is the decision whether 11 or not to approve the street vacation. Since the Council has decided to approve the street 12 vacation, the City's compatibility analysis related to traffic flow issues to surrounding properties 13 is complete Since the Council has approved the street vacation, the Parish asks that the 14 Examiner accept the Council's determination that traffic to that development to the south will be 15 adequately served by other existing streets. All elements of the compatibility criterion for the 16 CUP are met. 17 (5) PARKING: 18 Parking under the building structure should be encouraged. Lot coverage may be increased to as much as seventy-five percent(75%) of the lot coverage 19 requirement of the zone, in which the proposed use is located, if all parking is provided underground or within the structure. 20 No underground or structured parking is proposed for this project, nor is underground or 21 structured parking feasible from a cost perspective for this non-profit use. However, parking to 22 be provided!by Phases I and II meets or exceeds code requirements. Because the expansion 23 project does not increase the building square footage by more than one-third, the project is not 24 required to upgrade its existing parking to meet code requirements for existing uses. RMC 4-4- 25 080. However,to accommodate neighborhood concerns, the Parish is providing as many parking 26 HEARING BRIEF OF Cairncross &Hempelmann, P.S. ST. ANTHONY'S CATHOLIC CHURCH- 7 Law Offices 524 Second Avenue,Suite 500 Seattle, Washington 98104-2323 1 stalls as possible. Current parking spaces provided on the campus total 112. At the completion 2 of Phase I and II,the parking on-site will be 230 spaces. The parking criterion for the CUP is 3 met. 4 (6) TRAFFIC: 5 Traffic and circulation patterns of vehicles and pedestrians relating to the proposed use and surrounding area shall be reviewed for potential effects on, and 6 to ensure safe movement in the surrounding area. 7 As appropriate,the Staff Report notes that traffic flow issues associated with the street 8 vacation have been addressed in that separate process. As to the CUP and site plan itself,the 9 Parish is providing both east-west and north-south pedestrian connections through campus, and 10 will provide a north-south vehicle drive through campus which will be private, but might be used 11 by the public seeking a way through downtown. In addition, the project increases 12 schoolchildren's safety as pedestrians. The CUP design, including the street vacation ensures 13 traffic and circulation of vehicles and pedestrians will continue to have adequate flow and safe 14 movement in the area. A supplemental traffic study will be presented at the hearing 15 demonstrating that even future traffic flow projected for redevelopment of the blocks south of the 16 Parish and north of the railroad tracks will easily be accommodated with the project, even with 17 Whitworth Avenue closed to traffic. The traffic flow criterion for CUP approval is met. 18 The jStaff Report also notes that the ERC imposed a condition requiring payment of a 19 traffic mitigation fee of$75/trip for each new trip generated by the project. However,the ERC 20 left for later the determination of how many new trips are generated. The only traffic study in 21 the record concludes that this renovation and expansion will not generate new trips. 22 Accordingly, the Parish asks that the Examiner enter a finding that no new trips are generated, 23 such that no traffic mitigation payments are due. 24 25 26 HEARING BRIEF OF Cairncross &Hempelmann, P.S. ST. ANTHONY'S CATHOLIC CHURCH - 8 Law Offices 524 Second Avenue,Suite 500 Seattle, Washington 98104-2323 1 (7) NOISE, GLARE: Potential noise, light and glare impacts shall be evaluated based on the location 2 of the proposed use on the lot and the location of on-site parking areas, outdoor recreational areas and refuse storage areas. 3 The Staff Report accurately reflects that noise and glare concerns are addressed by the 4 project's landscaping plan. In addition, noise and glare are not anticipated to increase after the 5 construction of Phases I and II, as the new construction merely renovates and expands Parish 6 facilities to meet current demands. The location and proximity of parking,playgrounds and 7 refuse storage areas will be similar to their location today. Noise impacts during construction are 8 unavoidable but will be limited by the City's already limited construction hours. Accordingly, 9 the noise and glare criterion for CUP approval is met. 10 (8) LANDSCAPING: 11 Landscaping shall be provided in all areas not occupied by building or paving. 12 The Hearing Examiner may require additional landscaping to buffer adjacent properties from potentially adverse effects of the proposed use. 13 The landscape plans for the project reveal that landscaping is provided across the site to 14 exceed City Code requirements. The church use adjacent to neighboring properties is primarily 15 parking lots. No adverse effects from parking are anticipated that require a greater landscape 16 buffer than already provided. In addition, as noted above,there are several locations along street 17 frontages where some provisions in the City Code call for additional landscaped area. The City 18 staff and the Parish agree that to best address the intent of the City Code in these areas,the 19 additional landscaping shall be provided within the public right-of-way, along existing planting 20 strips. The landscaping criterion for CUP approval is met. 21 22 (9) ACCESSORY USES: Accessory uses to conditional uses such as day schools, auditoriums used for 23 social and sport activities, health centers, convents,preschool facilities, 24 25 26 HEARING BRIEF OF Cairncross &Hempelmann, P.S. ST. ANTHONY'S CATHOLIC CHURCH - 9 Law Offices 524 Second Avenue,Suite 500 Seattle, Washington 98104-2323 1 convalescent homes and others of a similar nature shall be considered to be separate uses and shall be subject to the provisions of the use district in which 2 they are located 3 New structures to be provided include a gymnasium(to serve school needs), a new social 4 hall replacing the current hall which will be demolished and converted to parking, some 5 additional meeting space, some additional school classroom space and school library space. In 6 addition, the rectory may be relocated on the site. Accordingly, no new uses are proposed for the 7 site and this CUP criterion is inapplicable. Further, as noted in the Staff Report, any non-church 8 related assembly uses that might be construed to be using the gymnasium, social hall, or meeting 9 rooms are outright permitted in this zone, meaning that even if applicable, this CUP criterion is 10 met. 11 (10) CONVERSION: No existing building or structure shall be converted to a conditional use unless 12 such building or structure complies, or is brought into compliance, with the 13 provisions of this Chapter. Due to the withdrawal of the rectory proposal at 215 Whitworth, this criterion is 14 inapplicable to the project. 15 16 (11)1 PUBLIC IMPROVEMENTS: The proposed use and location shall be adequately served by and not impose an 17 undue burden on any public improvements,facilities, utilities, and services. Approval of a conditional use permit may be conditioned upon the provision 18 and/or guarantee by the applicant of necessary public improvements,facilities, 19 utilities, and/or services. All public improvements will be provided, and this CUP criterion is met. 20 21 22 23 24 25 26 HEARING BRIEF OF Cairncross &Hempelmann, P.S. ST. ANTHONY'S CATHOLIC CHURCH- 10 Law Offices 524 Second Avenue,Suite 500 Seattle, Washington 98104-2323 1 III. CONCLUSION AND REQUEST FOR RELIEF 2 As set forth in the Staff Report and above, the St. Anthony's renovation and expansion 3 meets the Clity Code criteria for approval of a Hearing Examiner Conditional Use Permit. The 4 Parish asks that the CUP be approved and that fmdings set forth above be entered. 5 6 DATED this 16th day of July, 2002. 7 CAIRNCROSS &HEMPELMANN, P.S. 8 9 -14,64A n f(4' j 10 Nancy Baihibridge Rogers, WSBA o. 26662 11 Attorneys for St. Anthony's Catholic Church 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 HEARING jBRIEF OF Cairncross &Hempelmann, P.S. ST. ANTHONY'S CATHOLIC CHURCH - 11 Law Offices 524 Second Avenue,Suite 500 Seattle, Washington 98104-2323 Page 2 of 2 WIWAM E. RUTLEDGE A.I.A. ;ICRng: ILmED EDUCATION: 1967 University of Washington,Seattle, WA Bachelor of Architecture 1968 US Navy CECOS, Port Hueneme, CA Construction Management Program EXPERIENCE: 1968-1970 Naval Air Station,Atsugi, Japan Assistant Officer in Charge of Construction/ Planning & Programs Officer 1970-1971 US Navy°ICC.,Saigon,Vietnam Resident Officer In Charge of Construction, Saigon Area 1971-1973 Robert Young &Associates, Seattle, WA Project Architect 1973-11980 William Rutledge & Associates, Seattle,WA Principal 1977-1978 Member Shoreline Planning Commission 1979-1981 President/Member Board of Directors Shoreline Chamber of Commerce 1980-1992 William Rutledge & Associates, P.S. Inc. Bellevue/Kirkland/Seattle, WA Principal 1992-Present Rutledge Maul Architects, P.S. Inc., Seattle, WA. President 1984 University of Alaska, Juneau Student Housing Competition Award Winner 1987 BPA Energy Edge Competition Winner Mid-Size Office Building Category 1989 St.John Vianney Church, Kirkland,WA Organizer& Professional Advisor for International Design Competition 1996 /M.A. Home of the Month Resume /WIC Robert M. Herman, /Z,j P.E., P.T.O.E. Owner, President, Principal-in-Charge ®® � Degree BSCE, Washington State University, 1987 Professional Registration Licensed in Civil Engineering State of Washington No. 30730 State of Idaho No. 7994 Certified as Professional Traffic Operations Engineer No. 367 Association Membership Institute of Transportation Engineers, Associate Member American Society of Civil Engineers, Associate Member Occupational Experience Since 1988, Mr. Herman has prepared traffic signal designs for more than 50 intersections requiring signal installation or modifications in the States of Alaska, Washington and Idaho. He prepared the traffic signal coordination plans for the Airport Rd./128th St. S.W. Boeing Corridor for Snohomish County. He has also prepared the parking lot illumination design for the Quinault Indian Nation Resort Complex at Ocean Shores; illumination design and modifications, traffic signal interconnect and traffic signing design for one mile of arterials in the City of Auburn for the SuperMall of the Great Northwest; and TRANSYT- 7F and SYNCHRO analyses on several interconnected traffic signal control systems; and has designed transit signal priority control systems for numerous intersections in south Snohomish County, Washington for Community Transit and WSDOT. Mr. Herman has been responsible for the preparation of PS&E for the Ault Field Rd. signals and Camano Island signal projects in Island County; the Cedarwood development in King County as well as illumination design in numerous locations. He prepared the Stadium Way traffic analysis for Washington State University and conducted work on the East Campus Plan for the University of Washington. Mr. Herman has prepared more than 200 traffic impact studies for residential, office and commercial developments in the Puget Sound area and the transportation sections for four Environmental Impact Statements (EIS's). He has conducted an extensive transportation study for WSDOT's 1000-stall Lynnwood Park and Ride Lot No. 2 and studied arterial HOV treatments on four corridors in Snohomish County for Community Transit's Arterial System HOV Study. 15324 Southeast 133id Court,Renton, Washington 98059 • 425-277-1740 tel • 425-277-5718 fax • hte@attbi.com pippr, c W Project Information _c Stte . Address or Location Parcel Numbers U Proposed Rectory: 215 Whitworth Avenue South 7841800090 e „ Renton,WA 98055 'f+,�®8 Proposed Parish 314 South 4111 Street 7841300035 L • Campus: Renton,WA 98055 O U 7841300120 Sauth-2nd-Stteet w a U 7841300120 c rn 7841300105 7841300100 .. p 78413000908 = a' O A 7B4t300080 ` \ Ste et Plan 4.W-r _C Yn 9�+i }-. 00060 7t140800050 v H u g 0 EC 7B�8o I a a U 7840800070 �y Ix 7840800110840800 In I \RAW\ 'r r..... 7840800075 \� V ii +r-ate SE Lot(Proposed SE comer of Morris Avenue 7839800150 Proposed P.parking Lot) and 4th Street 7839800181 St.Anthony Rectory C 7839800185 215 Whitworth Ave S Q Renton,WA 98055 . Project Team Owner. Corporation of the Catholic Archbishop of Seattle _ _ — Office of Property and Construction 910 Marion Street - -Satft -3rd Street ttl Seae,WA 98704 — - Structures Applicant 314 South 4thParishStreet % Inc: ortc ble u ❑rcce I.5ocld HaR Mee••Rooms Gynnmhm� CI..nc: ms Patin omeeexe,derRan. F 314 South 4th 1._ _ Renton.WA 9B055 ,_ ___ —� -�• D pr o-am,rHcL Moo ••narna • Contact:Greg McNabb.Parish Administrator P:425 255-3132 r .. m :q o F:425271-4729 - �•' 7841302125 _ S�q39 Proposed Whitworth ve 7rutsmt2o ROW Vacation Architect: Rutledge Maul Architects,PS Inc 19336 h Ave NE 78mecot10 r„ Beattie.WA 98155 7841300705 $ 7841303105 Contact Mark Stine ImMI , 7t4O9O0055 7840807105 ; P:206 440-0330 r 7 F:206362-4381 ' f 1 `�"'' 7saoemrro' . =91e Plan'A' • 3i' ' 784D9m045 x Sheet A3 Civil Pacific Engineering Design,LLC ( 781000m7o Engineer: 4800 South 188th Street.Suite 360 tNtsaoovo Site Plan'C' Seattle,WA 98188 I II 7amaom75 //��'' Contact Lou Larsen / Sheet A4 P:206 431-7970 78413am80 ♦/_ F:206431-7975 f� ._. '-`�''- •- �tt—� South 4th Sine Landscape Glenn Takagi Landscape Architect 5- Architect18550 Fldands Way N.,Suite 102 — Existing Church Shoreline,WA 98133 Contact:Glenn Takagi Existing PMC P.206542L700 Anthony Parish -Existing School - -7B393mtM - - .. �14 F:206'646:5277- - - - - - 3 •South 4th Street ,''', Re on,WA 96055 Drown., Detr owem , Existing structures to be • �o�.. Electrical Abossein Engineering. replaced by ping 7039800181 Engineer. 1844 1141h Avenue NE Bellevue,WA 98005 783900185 Contact Jay Werner . P:425 723-9441 F:425 462-9451 Contractor: ShirtstlnelAssociates - _____J ` P.O.Box 1370 /,� R 253 7 WA 98390-0280 Contact Pat Oda P.253 70-5858 F:253 770-5277 Al Campus Plan City of Renton P/B/PW Department Preliminary Report to the Hearing Examiner St.Anthony's Catholic Church Addition/Renovation LUA-02-054,ECF, CU-H PUBLIC HEARING DATE JULY 16,2002 Page 9 of 9 The proposed primary use of the site, as a parish campus, would include a number of accessory uses, such as school and sporting activities, day care operations, seminars or counseling. Staff does not have enough information to determine the frequency and number of individuals that may be present during these other church related activities. However, it should be noted that non-church related assembly uses would be outright permitted in this zone. (10) CONVERSION: No existing building or structure shall be converted to a co itional use unless such building or structure complies, or is brought into complianc , with the provisions of this Chapter. The proposal would require the demolition of existing ructures and the construction of N. new buildings. Additional existing structures would maintained and continued under existing uses. ''The proposed rectory would convert an existing esidence to a residence/church related function. While staff has recommended this c• ponent of the conditional use permit be denied; he renovation of the structure would -quire building permits and compliance with the adopfec1\uniform building code in the ev: t it is approved. (11) PUBLIC IMPROVEMENTS: The proposed use and location shall •e adequately served by and not impose an undue burden on any pubI c\improvemen , facilities, utilities, and services. Approval of a conditional use permit may be co ditional upon the provision and/or guarantee by the applicant of necessary public'.i p ovements, facilities, utilities, and/or services. The proposal would be reouired to complete any necessary street and utility improvements, including the installation of a looped water main, fire hydrants, and payment of Utility System D-velopment\Charges. These specific requirements have been • forwarded to the applica as part of the Advisory Notes prepared with the Determination of Non-Significance— 'igated(DNS-M) is`Sued for the project. G. RECOMMENDATION: Staff recommends approval of a Conditional Use Permit f'C) the St. Anthony's Catholic Church Addition/Renovation, Project File o. LUA-02-054, ECF, CU-H, subjec to the following conditions: 1. The renovation of th existing structure for use as a parish re tory, located at 215 Whitworth Avenue South, is no approved under this conditional use permit. 2. The design of the/building, as well as the site plan and landscape plan, hall be revised to comply with the applicable 10-foot street/front yard building and landscape setb ck requirements of the Center DowntOm (CD) zone. The satisfaction of this requirement shall b subject to the review and approval of the Development Services Division prior to the issuance of bu I ing permits for the project. 3. The appli-ant shall revise the site plan to eliminate the use of the Whitworth Aven South right- of-way at< part of the parish campus development. The satisfaction of this require nt shall be subjectAo the review and approval of the Development Services Division and may necessitate additional notification and review requirements, if determined to be appropriate. In the event the steel vacation is approved, the applicant shall submit revised plans that comply with the aforetnentioned conditions for review by the Development Services Division prior to the issuance of building permits. 4. The project shall complete phase II of the parish campus within 5 years of the date of this approval. In the event any portions of the project have not been completed within the established timeframe, a new conditional use permit must be granted for the additional construction. hexrpt x� Robert M.Herman,P.E,P.T.O.E.,President H I E H ERMAN TRAFFIC ENGINEERING July 15, 2002 Mr. Greg McNabb ST. ANTHONY PARISH 314 S. 4th St. A4, CR Renton, WA 98055 j, i Re: St. Anthony Parish Master Plan f�� 8 Traffic Impact Analysis Addendum No. 1 Dear Mr. McNabb: The purpose of this addendum letter is to present traffic analysis conducted to assess potential traffic impacts to the City of Renton's street network in the vicinity of St. Anthony's Parish if the area south of the parish property redevelops into higher intensity land uses. The analysis evaluated traffic conditions with and without the proposed Whitworth Ave. S. street vacation which!is part of the St. Anthony Parish Master Site Plan. The specific redevelopment area considered is bounded by S. 4th St. to the north, the BNSF railroad tracks to the south, Shattuck Ave. S. to the west and Morris Ave. S. to the east, but does not include the historical - building located at the southwest corner of this area. Detailed analysis is provided below. In summary, the primary finding of this analysis is that the street network in the vicinity of St. Anthony Parish has the capacity to accommodate the redevelopment levels estimated by the City with or without the proposed Whitworth.Ave. S. vacation. We reviewed the following documents in preparation of this analysis: 1. St. Anthony Master Plan Traffic Impact Analysis, dated November 21, 2000, herein after referred to as the TIA. . 2. City, of Renton inter-office memo from Don Erickson to Jennifer Henning, dated June 17, 2002 3. City of Renton inter-office memo from Neil Watts to the City Planning and Development Committee, dated July 5, 2002 4. City of Renton Preliminary Staff Report to the Hearing Examiner, published July 10, 2002 TRIP GENERATION The City's June 17th and July 5th inter-office memos presented estimates of the potential redevelopment:in the area described above, as well as the resulting trip generation on an average daily basis. The assumed land uses are 373 multi-family dwelling units and 35,000 sq. ft. of commercial space replacing 20 existing single family houses and 20,000 sq. ft. of 15324 Southeast 1337'Court,Renton, Washington 98059 • 425-277-1740 tel • 425-277-5718 fax • hte@attbi.com Mr. Greg McNabb ST. ANTHONY PARISH MICROFILMED July 15, 2002 1--Tre Page existing commercial space. The net new trip generation was estimated at 2,483 trips per day. We support this estimate. While it is fair to state that this would be a significant increase in daily trips for this area of downtown.Renton, it is difficult to arrive at meaningful analytical results without breaking this estimate down further. Analyzing traffic conditions over a period of one hour (typically the AM and/or PM peak hours) is a transportation engineering industry standard. It allows engineers to calculate howlintersections are operating during specific critical times of the day. At the City's request, the analysis presented in the TIA focused on the AM and PM peak hours of the Si. Anthony school activity. Generally, the school peak hours were found to be 7:45-8:45 AM and 2:45-3:45 PM at the intersections analyzed. These hours probably do not coincide with ti�he peak hours of Renton street traffic in general, but these are the critical times of the day for school arrivals and departures which significantly affect the immediate street system surrounding the school site. The results of the TIA showed that the PM peak hour was the most critical time period. Therefore, we have used the PM peak hour for the purposes of this analysis. Table 1 is trip generation summary for the redevelopment area. The daily trip generation shown on the table is taken from the July 5th City memo. We have developed estimates of the PM peak hour trip generation based on data found in Trip Generation published by the Institute of Transportation Engineers (ITE), 6th Edition, 1997 for the residential and commercial land use categories. The PM peak hour trip estimates shown on Table 1 should be considered conservative for the school peak hour. Residential and commercial peak hours normally coincide with the general street traffic peaks. Entering/exiting trip distributions are also based on data in Trip Generation. Table 1 shows the net new potential trips being 2,483 on an average weekday and 257 during an average weekday PM peak hour. TRIP DISTRIBUTION One of the most critical elements of this analysis is estimating the use of Whitworth Ave. S. by thelfuture residents, office tenants and business patrons of the redevelopment area. Because the future land uses are assumed to be very similar to the existing land uses, the best method to estimate future travel behavior is to use the existing traffic volume patterns., Figure 1 illustrates the methodology used to extract the trip distribution from the existing traffic volumes. Figures 7 and 8 of the TIA contain year 2000 AM and PM peak hour traffic volume count data for several intersections on the superblock bounded by S. 3`d St., S. 4t' St., Shattuck Ave.IS. and Morris Ave. South. We used the count data at the S. 4th St./Whitworth Ave. S. and S.,4t' St./Morris Ave. S. intersections to calculate a trip distribution for the trips • entering and exiting the dead end streets south of these intersections. The calculated trip distribution can then be applied to the potential redevelopment trips. We used both Whitworth Ave. S. and Morris Ave. S., as well as AM and PM peak hour data to achieve the largest trip sample possible. It was found that a relatively low percentage (12%) of trips oriented to the redevelopment area would use Whitworth Ave. S. north of S. 4th'Street. Apparently, users are finding S. 4th St. a more attractive route to go east than S. 3rd St. which has more traffic signals 15324 Southeast 133'd Court,Renton, Washington 98059 • 425-277-1740 tel • 425-277-5718 fax • hte@attbi.com • Mr. Greg McNabb ST. ANTHONY PARISH MICROFILMED July 15, 2002 Page-3- and congestion during peak hours than S. 4th Street. The trip distribution to the east and west was found to Ise 43% and 45%, respectively. It is anticipated that this trip distribution would not change significantly during the street traffic PM peak hour because of the overall acceptable operation of the street network in this vicinity as discussed below under the Level of Service section of this letter. Therefore, the traffic impact from the redevelopment area to Whitworth Ave. S. (north lof S. 4th St.) during the PM school peak hour is expected to be similar to the • impact experienced during the PM street peak hour. The actual future trip distribution of the redevelopment area will depend largely on where driveways are located and the vehicular circulation provided within the area. For the purposes of this analysis, the area was assumed to have four driveways: one on Shattuck Ave. • S.; one each on the east and west sides of Whitworth Ave. S.; and one on Morris Ave. S. as shown on Figure 2. Each driveway was assumed to serve about 25% of the total potential net new PM peak hour trips. The trip distribution discussed above was used for trips oriented to the Whitworth Ave. S. and Morris Ave. S. dead end streets. The trip distribution for the Shattuck Ave. S. driveway is based on the same distribution, but adjusted due to the location of the driveway. I Figure 2 shows the combined result of the individual trip distributions for each driveway. Figure,2 also shows the redistribution of the potential redevelopment PM peak hour trips with the vacation of Whitworth Ave. S. as proposed by the St. Anthony Master Site Plan. Only 15 PM peak hour trips are anticipated to be diverted to Shattuck Ave. S. or Morris Ave. S. as a result of the proposed vacation. Due to the one-way nature of S. 3rd St., 10 of those trips (67%)would be expected to divert to Shattuck Ave. S. and the remaining five trips (33%) diverted to Morris Ave. South. However, it is possible that some drivers would choose to use the internal north/south circulation road planned for the parish campus. TRAFFIC VOLUME PROJECTIONS The proposed St. Anthony expansion (Phases I and II) is expected to be complete within the next ten years. It is unknown, if and when, the area south of the parish property would be redeveloped. However, for the purposes of this analysis, we have used a six year horizon of 2008 for completion of the parish improvements and all redevelopment to the south. This is a reasonable amount of time for both property improvements to take place. We used Figures 12 and 16 of the TIA as the base PM peak hour traffic volumes for this analysis which show 2003 PM school peak hour traffic volumes without and with the proposed Whitworth Ave. S. vacation, respectively. It is important to note that the currently proposed St. Anthony Master Site Plan has a different vehicle access scheme than the site plan used for the TIA. The TIAI assumed a vehicle access onto Morris Ave. S. north of S. 4th Street. The current site plan has deleted the Morris Ave. S. access and added an access onto S. 4th St. midway between Whitworth Ave. S. and Morris Ave. S. at the location of an existing alley.. The traffic volumes shown on Figure 16 of the TIA were adjusted to account for this change in vehicle access to the;St. Anthony project site. A compounded annual traffic volume growth rate of 2% was used to project the 2003 traffic volumes shown on Figures 12 and 16 of the TIA to 2008 levels. The 2% growth rate is the same rate used in the TIA as directed by the City. Then the potential net new 15324 Southeast 133^'Court,Renton, Washington 98059 • 425-277-1740 tel • 425-277-5718 fax • hte@attbi.co►n Mr. Greg McNabb MC ill ILMED ST. ANTHONY PARISH July 15, 2002 Page-4- redevelopment traffic volumes shown on Figure 2 were added to the base 2008 traffic volumes. The resulting PM peak hour traffic volumes are shown on Figures 3 and 4. The traffic volumes for all major intersections on the previously described superblock are shown on both figures. Figure 3 shows the 2008 PM peak hour traffic volumes with the proposed parish expansion and the area south of S. 4th St. redeveloped, but with Whitworth Ave. S. open to traffic. This is a fictitious scenario done for comparison purposes only. Figure 4 shows the 2008 PM peak hour traffic volumes with Whitworth Ave. S. vacated as proposed. LEVEL OF SERVICE Level of service (LOS) is a qualitative measure describing operational conditions within a traffic flow, and the perception of these conditions by drivers or passengers. These conditions include factors such as speed, delay, travel time, freedom to maneuver, traffic interruptions, ;comfort, convenience, and safety. Levels of service are given letter designations, from A to F, with LOS A representing the best operating conditions (free flow, little delay) and LOS F the worst (congestion, long delays). Generally, LOS A and B are high, LOS C and D are moderate; and LOS E and F are low. Table 2 shows calculated PM school peak hour LOS for 2008 conditions at the pertinent intersections. The LOS were calculated using the procedures in the Transportation Research Board 2000 Highway Capacity Manual. The Highway Capacity Software was used for the analysis. The LOS and corresponding average control delay in seconds are as follows: TYPE OF A B C • D E F INTERSECTION > 10 and >20 and > 35 and > 55 and Signalized < 10 < 20 < 35 < 55 < 80 >80 Stop Sign < 10 > 10 and >15 and > 25 and > 35 and >50 Control — < 15 < 25 < 35 < 50 The 2000 PM school peak hour LOS as shown in the TIA are also shown on Table 2 for comparison purposes. These LOS were calculated using the 1994 Highway Capacity Manual, updated 1997. All of the intersections are expected to operate acceptably at LOS C or better, except the S. 3`d St./Whitworth Ave. S. intersection which is expected to operate at LOS F without the Whitworth Ave. S. vacation for the southbound approach. This intersection is not signalized, making it more difficult to cross S. 3`d St. than at the S. 3rd St./Shattuck Ave. S. or S. 3rd St./Morris Ave. S. intersections which are signalized. Traffic signal warrants at this intersection were not checked as part of this analysis, but it is not readily apparent that any of the major signal warrants would be met. With the proposed Whitworth Ave. S. vacation, the traffic demand at the S. 3`d St./Whitworth intersection lessens, resulting in LOS E which is also the calculated year 2000 LOS. 15324 Southeast 1334 Court,Renton, Washington 98059 • 425-277-1740 tel • 425-277-5718 fax • hte@attbi.com Mr. Greg McNabb ST. ANTHONY PARISH MICROFILMED July 15, 2002 Page-5- The traffic impact of the proposed Whitworth Ave. S. vacation is relatively small. The LOS at all intersections remains the same or improves with one exception. The intersection of S. 4th St./Morris Ave. S. is expected to drop from LOS B to LOS C with the proposed vacation. The average control delay increase is only 1.2 seconds per vehicle, but the delay value without the vacation was on the threshold between LOS B and C (15.0 sec.), so that any increase in delay would have caused the degradation in LOS. CONCLUSIONS This analysis evaluated the street network in the vicinity of St. Anthony Parish to determine the traffic impacts of potential redevelopment activity in the area south of the parish property with and without the Whitworth Ave. S. vacation being proposed by St. Anthony Parish. Our findings are listed below: 1. The area south of the parish property bounded by Shattuck Ave. S., Morris Ave. S., S. 4th St. and the BNSF railroad tracks could be redeveloped to higher intensity uses generating about 2,500 trips per day or about 260 PM peak hour trips. 2. Based on existing redevelopment-area traffic volume patterns, the anticipated use of Whitworth Ave. S. north of S. 4th St. would be relatively low if not vacated. Only about 12% of the trips to and from Whitworth Ave. S. south of S. 4th St. would be expected to use Whitworth Ave. S. access S. 3`d St., or possibly S. 2nd Street. South 4th St. is the predominant choice for origins and destinations to the east for the,redevelopment area. This is likely related to the higher number ottraffic signals and level of congestion during peak periods on S. 3td Street. 3. For,the total redevelopment area, generating an estimated 257 PM peak hour trips, only 10 trips are expected to be diverted to Shattuck Ave. S. and 5 trips diverted to Morris Ave. S. as a result of the proposed Whitworth Ave. S. vacation. 4. Acceptable levels of service of LOS C or better were calculated for all intersections analyzed with or without the proposed Whitworth Ave. S.vacation, except the • intersection of S. 3`d St./Whitworth Ave. South. This intersection is expected to operate at LOS F without the vacation and LOS E with the vacation. The vacation alleviates some of the northbound and southbound traffic volume attempting to cross S. 3`d St. under stop-sign control. Traffic signal warrants were not checked for this intersection under this analysis, but it is not readily apparent that any of the major warrants would be met. 5. The change in traffic operations among the intersections analyzed due to the proposed vacation is not significant. The levels of service either remain unchanged or improve with only one minor exception. The S. 4th St./Morris Ave. S. intersection rested on the threshold between LOS B and LOS C under the without-vacation scenario. The 1.2 seconds of control delay to be expected with the vacation caused • the'degradation to LOS C. 6. In summary, the street network in the vicinity of St. Anthony Parish has the capacity to accommodate the redevelopment levels estimated by the City with or without the 15324 Southeast 133"Court,Renton, Washington 98059 • 425-277-1740 tel • 425-277-5718 fax • hte@attbi.com Mr. Greg McNabb MICR •FILVIED ST. ANTHONY PARISH July 15, 2002 Page-6- proposed Whitworth Ave. S. vacation. The effect felt by the vacation is expected to be,minor. The intersection of S. 3rd St./Whitworth Ave. S. is a potential candidate for signalization, but it is likely a long term need. Please contact me at 425-277-1740 or hteaattbi.com will any questions, or if we can provide further information. Very truly yours, HERMAN TRAFFIC ENGINEERING la(reA-1.( Robert M. Herman, P.E., P.T.O.E. President RMH:rmh ,artia gef 41.1 , _. estopmt. o JXi*E$:1-31-Oi j 15324 Southeast 133^'Court,Renton, Washington 98059 • 425-277-1740 tel • 425-277-5718 fax • hte@attbi.com MICROFILMED TABLE 1 TRIP GENERATION SUMMARY FOR POTENTIAL REDEVELOPMENT AREA 1ST. ANTHONY TRAFFIC IMPACT ANALYSIS ADDENDUM NO. 1 TIME PERIOD ENTERING I . EXITING TOTAL Potential 373 multi-family dwelling units Average Weekday 1221 1222 24432 PM Peak Hour 163 81 244 3 Potential 35,000 sq. ft. of commercial space Average Weekday 280 280 5602 PM Peak Hour 13 65 78 4 Existing 20 single family dwelling units Average Weekday <100> <100> <200> 2 PM Peak Hour <10> <10> <20> 3 Existing 20,0,00 sq. ft. of commercial space Average Weekday <160> <160> <320> 2 PM Peak Hour <8> <37> <45> 4 i Net new potential trips Average Weekday 1241 1242 2483 2 PM Peak Hour 158 99 257 • Notes: 1 Directional,splits taken from ITE Trip Generation for appropriate land use category. 2 Taken from 7/5/02 memo from Neil Watts to City of Renton Planning and Development Committee. 3 Assumed to be 10%of the average weekday trips based on ITE Trip Generation data for Land Use Code 220,Apartments. 4 Assumed to be 14%of the average weekday trips based on ITE Trip Generation data for Land Use Code • 710,General Office Building. 15324 Southeast 1313"'Court,Renton, Washington 98059 • 425-277-1740 tel • 425-277-5718 fax • hte@attbi.com TABLE 2 SCHOOL PM PEAK HOUR LEVEL OF SERVICE SUMMARY ST. ANTHONY TRAFFIC IMPACT ANALYSIS ADDENDUM NO. 1 2008 WITHOUT 2008 WITH INTERSECTION 20001 WHITWORTH WHITWORTH VACATION VACATION S. 3`d St./Shattuck Ave. S. B (12.4) B (15.4) B (15.4) S. 3`d St./Whitworth Ave. S. E (39.7) SB F (63.9) SB E (38.6) SB S. 3`d St./Morris Ave. S. A (5.5) A (6.9) A (7.8) S. 3`d PI./Shattuck Ave. S. B (13.5) EB, C (16.3) EB C (16.4) EB S. 4th St./Shattuck Ave. S. C (16.1) C (18.6) C (18.0) S. 4th St./Whitworth Ave. S. B (14.4) SB C (21.7) NB C (16.8) NB S. 4th St./Morris Ave. S. B (12.0) SB B (15.0) SB C (16.2) SB Notes: 1 Taken from Table 1 of the St.Anthony Master Plan Traffic Impact Analysis,dated 11/21/00. The number in parentheses()is the average control delay per the 2000 Highway Capacity Manual,except the 2000 values which were calculated per the 1994 Highway Capacity Manual,updated 1997. For signalized and all-way stop intersections the LOS and control delay are shown for the intersection as a whole. For one or two-way stop sign controlled intersections,the LOS and control delay are shown for the worst case traffic approach to the intersection. The pertinent traffic approaches are also shown above,where appropriate. MI I 'ED 15324 Southeast 133'd Court,Renton, Washington 98059 • 425-277-1740 tel • 425-277-5718 fax • hte@attbi.com Il Mialit0FILmED HIE N cc NOT TO SCALE -vi 0 Zvi ui CGui Q �Q IIL94 I'L-11 Step 1 `r' •--150. v vc .—251 47 CC. 2000 AM The traffic volumes shown to the right are 5 ►�1 S. 3RD ST. School Peak taken from Figures 7&8 in the St.Anthony 411 " t (v. 9J ' tir Hour Traffic • Master Plan Traffic Impact Analysis, 11/21/00. 94—i- N o N 86—... m o^ Volumes To achieve the largest trip sample possible, 5--)4 2.--)4 use AM and PM peak hour traffic volumes and use both Whitworth and Morris intersections with S.4th Street. lit--65 It Travel behavior of the existing mix of ,o w r 1 16 iii o 15 o �` ►� 8 N o m f—209 1 residential and commercial uses on these dead I 2000 PM end streets is expected to be similar to the ' 3 , (�2 S.3RD ST._ School Peak travel behavior of any future similar mix of 43-) t (v 141 ' t p Hour Traffic residential and commercial uses even though 164—► 1O 174—► N 0 Volumes at a higher intensity. 3--)4 1-\ . Step 2 11 Use only the traffic volumes to and from the 11 5 dead end streets. >< 11 t 11 Combine the traffic volumes from both 11� -o + 10 intersections as well as the AM and PM traffic 49 Total trips volumes. To/from north Step 3 (1) 55±1 =0.122 or approx. 12% 49 Calculate percentage of trips to/from the L" To/from west north. ® 1 (-11 0 Also,calculate percentages to/from the east 11Thii } 11+11 =0.449 or approx.45% and to/from the west. !� 49 To/from east C 10+11 =0.429 or approx.43% 49 ST. ANTHONY TRAFFIC IMPACT ANALYSIS ADDENDUM NO. 1 FIGURE DETERMINATION OF ESTIMATE OF WHITWORTH AVE. S. TRIP DISTRIBUTION BY POTENTIAL REDEVELOPMENT AREA • H I E A MiCatFILMED N' NOT TO SCALE • 17.7 0 lei NI IN 1 1 S. 3RD ST. 10—. (16)9- (� (0)7� (r 3� a- -. C to ui 1 < m i Y IN 4. V x v g vi 1 � = yLa 3R0 pl". 16 a 1 H � t � cc oc 0 74 o xl 3I PROPOSED i k VACATION ST.ANTHONY PROJECT SITE � � 1 9(1) o f-2 oI+I+-23 •--46 KMART k 34 Li.(-34 g r'' S.4TH ST. 1~ it' (� (45)6�" T(v - - (5)0 r .�.�. .... . , s ..... 17 U ` 1 N r I 44 POTENTIAL REDEVELOPMENT AREA N N i 17 m t fc8A b -24 411 1 at (r 25-i 25A ' i 158 Enter 2 +99 Exit 1 257 Total 4TH 4C 9 a+ "' J . •5 ' r s — CKS .....---1Bo RIZTRA p.---` HOUSEv's1 S. LEGEND (Y)X—6- PM PEAK HOUR TRAFFIC VOLUME WITH WHITWORTH OPEN(WHITWORTH VACATED) ' ® ST.ANTHONY PROJECT SITE BOUNDARY v. r POTENTIAL REDEVELOPMENT AREA BOUNDARY SOUTH OF S.4TH ST. I ST. ANTHONY TRAFFIC IMPACT ANALYSIS ADDENDUM NO. 1 FIGURE POTENTIAL NET NEW PM PEAK HOUR TRAFFIC VOLUMES 2 GENERATED BY REDEVELOPMENT AREA SOUTH OF S. 4TH STREET H I E I. MICROFILMED N' NOT TO SCALE cot.. com ♦ ^ ^ mI N C C C .S. 3RD ST. 14J ,t (' 6J t 1 5J t (r 1201-4- Nzr1; 1328-o- v'v 1340--9- ^'13 197-\ ^ 37-N 27- k 4 DD r\ 1 L 1 I p P.• S'/ 82-) t 89- N^ 1 ST.ANTHONY PROJECT SITE erg 116 -76 �18 m Irvv -0--5 r�al r"; -4--220 �lml �InI mll� f--291 KM 147 �r 3377 ►r 19 S.4TH ST. 2j 11 (r ... .. ' 51 �l I ('' 17 9� t°^to 218� N^N 233-t {mmry 4- 3- 18 POTENTIAL vi REDEVELOPMENT AREA v' 1 ul S, TH-- 1 a. ,..• ,,,. ..� 4. r — ��� vs?R�TRACICS �----.. HpUSER WAY 5, LEGEND 1 X-+ SCHOOL PM PEAK HOUR TRAFFIC VOLUME ...... . ST.ANTHONY PROJECT SITE BOUNDARY -r POTENTIAL REDEVELOPMENT AREA BOUNDARY SOUTH OF S.4TH ST. 1 ST. ANTHONY TRAFFIC IMPACT ANALYSIS ADDENDUM NO. 1 FIGURE 2008 SCHOOL PM PEAK HOUR TRAFFIC VOLUMES 3 WITH PARISH EXPANSION AND SOUTHERN REDEVELOPMENT(WHITWORTH OPEN) H I E i N NOT TO SCALE I.� MI '-. VII1 N C C' i C S. 3RD ST. 14-I t (v 6-I t (v 15-1 t (v. • 1201-► �� 1320—► mN 1321- - ^Z. • 203mg 30- 27- 1 �N 3 1 53R A 1 O 821 r\ t j 88- 3 Noo a 3 ST.ANTHONY PROJECT SITE •-o j-117 1 -34 rn N 11-5 �226 m v 7, , -4-275 A) 1, c. ,l j 132 _ 37 1 la c 19 S.4TH ST. KMART 2 11 177 — '"248" -1 (v 3 3� ,l I 9� D^tD ' Nm 221—► •+nmIN 4 4Th1 18 a i 9 POTENTIAL REDEVELOPMENT AREA w l . Q I vi i 1 uJ U z Q� ` 0 N • . a 1 = o) • P ' ��J vs RR TRACKS /....--\ HOUSERWAY S' . LEGEND • X SCHOOL PM PEAK HOUR TRAFFIC VOLUME ST.ANTHONY PROJECT SITE BOUNDARY +� s POTENTIAL REDEVELOPMENT AREA BOUNDARY SOUTH OF S.4TH ST. ST. ANTHONY TRAFFIC IMPACT ANALYSIS ADDENDUM NO. 1 FIGURE 2008 SCHOOL PM PEAK HOUR TRAFFIC VOLUMES 4 WITH PARISH EXPANSION AND SOUTHERN REDEVELOPMENT(WHITWORTH VACATED) MICROFILMED TECHNICAL APPENDIX MICR 2008 PM with Proj-SD wo.Vac 1 / A la HCS2000: signalized Intersections Release 4.1b ' Met �� Analyst: RMH Inter. : S. 3rd St. & Shattuck Ave. S. Agency: St. Anthony CUP Hearing Analysi Area Type: CBD or Similar Date: 07/13/2002 3urisd: Renton Period: 2:45-3:45 PM Year : 2008 Project ID: School PM Peak Hour w/ Parish Exp. & Other Dev. w/o ww Vac. E/W St: 5. 3rd St. N/S St: Shattuck Ave. S. SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R . L T R No. Lanes 0 2 0 0 0 0 0 1 1 0 1 0 LGConfig LTR T R LT Volume 14 1201 197 78 154 17 68 Lane width 12.0 12.0 12.0 12.0 RTOR Vol 0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left P NB Left Thru P Thru P Right P Right P Peds X Peds X WB Left SB Left P Thru Thru P Right Right Peds Peds X NB Right EB Right SB Right WB Right Green 59.0 23.0 Yellow 3.5 3.5 All Red 0.5 0.5 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR • 2078 3117 0.73 0.67 12.1 B 12.1 B Westbound Northbound T 447 1676 0.20 0.27 26.6 C 30.1 C R 380 1425 0.47 0.27 31.8 C Southbound LT 424 1590 0.21 0.27 26.8 C 26.8 C Intersection Delay = 15.4 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1b RMH Page 1 1 2008 PM with Proj-SD wo Vac 1 St. Anthony CUP Hearing Analysis 2003 PM School Peak Hour with Project Phone: Fax: E-Mail : OPERATIONAL ANALYSIS Analyst: RMH Agency/Co. : st. Anthony CUP Hearing Analysi Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 3rd St. & Shattuck Ave. S. Area Type: CBD or Similar Jurisdiction: Renton Analysis Year: 2008 Project ID: school PM Peak Hour w/ Parish Exp. & other Dev. w/o WW Vac. East/West Street North/South Street S. 3rd St. Shattuck Ave. s. VOLUME DATA_ Eastbound Westbound Northbound southbound L T R L T R L T R L T R volume 14 1201 197 78 154 17 68 % Heavy Veh 2 2 2 2 2 2 2 PHF 0.93 0.93 0.93 0.86 0.86 0.93 0.93 PK 15 Vol 4 323 53 23 45 5 18 Hi Ln Vol 0 0 % Grade 0 0900 1900 0900 Ideal sat 1900 ParkExist NumPark No. Lanes 0 2 0 0 0 0 0 1 1 0 1T 0 T R LGConfig LTR 12.0 12.0 12.0 Lane Width 12.0 0 RTOR vol 0 91 179 91 Adj Flow 1518 %InsharedLn 0.000 0.198 Prop LTs 0.010 Prop RTs 0.000 1.000 0.000 Peds Bikes 0 0 0 0 0 0 0 0 Buses 0 %InProtPhase Duration 0.25 Area Type: CBD or similar OPERATING PARAMETERS Eastbound westbound Northbound southbound L T R L T R L T R L T R Init unmet 0.0 0.0 0.0 0.0 Arriv. Type 3 3 3 3 Unit Ext. 3.0 3.0 3.0 3.0 I Factor 1.000 1.000 1.000 Lost Time 2.0 2.0 2.0 2.0 Ext of g 3.0 3.0 3.0 3.0 Ped Min g PHASE DATA_ Phase Combination 1 2 3 4 1 5 6 7 8 Page 2 2 2008 PM with Proj-SD wo Vac 1 EB Left P NB Left Thru P Thru P Right P Right P Peds X Peds X WB Left SB Left P Thru Thru P Right Right �� r � Peds Peds X ILM ED NB Right EB Right SB Right WB Right Green 59.0 23.0 Yellow 3.5 3.5 All Red 0.5 0.5 Cycle Length: 90.0 secs VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET volume Adjustment Eastbound westbound Northbound Southbound L T R L T R L T R L T R Volume, V 14 1201 197 78 154 17 68 PHF 0.93 0.93 0.93 0.86 0.86 0.93 0.93 Adj flow 15 1291 212 91 179 18 73 No. Lanes 0 2 0 0 0 0 0 1 1 0 1 0 Lane group LTR T R LT Adj flow 1518 91 179 91 Prop LTs 0.010 0.000 0.198 Prop RTs 0.000 1.000 0.000 Saturation Flow Rate (see Exhibit 16-7 to determine the adjustment factors) Eastbound Westbound Northbound Southbound LG LTR T R LT So 1900 1900 1900 1900 Lanes 0 2 0 0 0 0 0 1 1 0 1 0 fw 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 fG 1.000 1.000 1.000 1.000 fP 1.000 1.000 1.000 1.000 fBB 1.000 1.000 1.000 1.000 fA 0.90 0.90 0.90 0.90 fLU 0.95 1.00 1.00 1.00 fRT 0.979 1.000 0.850 1.000 fLT 1.000 1.000 0.949 Sec. fLpb 1.000 1.000 1.000 fRpb 1.000 1.000 1.000 1.000 S 3117 1676 1425 1590 Sec. CAPACITY AND LOS WORKSHEET Capacity Analysis and Lane Group Capacity Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound Prot Page 3 3 2008 PM with Proj-SD wo Vac 1 Perm Left Prot Perm Thru LTR 1518 3117 # 0.49 0.67 2078 0.73 Right westbound Prot Perm Left Prot Perm Thru Right Northbound Prot Perm Left Prot Perm Thru T 91 1676 0.05 0.27 447 0.20 Right R 179 1425 # 0.13 0.27- 380 0.47 southbound Prot Perm Left Prot Perm Thru LT 91 1590 0.06 0.27 424 0.21 Right sum of flow ratios for critical lane groups, Yc = sum (v/s) = 0.61 Total lost time per cycle, L = 6.00 sec Critical flow rate to capacity ratio, xc = (Yc)(C)/(C-L) = 0.66 control Delay and LOS Determination Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact cap k d2 d3 Delay LOS Delay LOS Eastbound LTR 0.73 0.67 9.7 1.000 2078 0.50 2.3 0.0 12.1 B 12.1 B westbound Northbound T 0.20 0.27 25.6 1.000 447 0.50 1.0 0.0 26.6 C 30.1 C R 0.47 0.27 27.7 1.000 380 0.50 4.1 0.0 31.8 C southbound LT 0.21 0.27 25.7 1.000 424 0.50 1.2 0.0 26.8 C 26.8 C Intersection delay = 15.4 (sec/veh) Intersection LOS = B SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts Page 4 4 2008 PM with Proj-SD wo Vac 1 Input EB WB NB SB Cycle length, C 90.0 sec Total actual green time for LT lane group, G (s) Effective permitted green time for LT lane group, g(s) opposing effective green time, go (s) Number of lanes in LT lane group, N MICR Number of lanes in opposing approach, No � � Adjusted LT flow rate, VLT (veh/h) Proportion of LT in LT lane group, PLT ; Proportion of LT in opposing flow, PLTo Adjusted opposing flow rate, Vo (veh/h) Lost time for LT lane group, tL Computation LT volume per cycle, LTC=VLTC/3600 Opposing lane util . factor, fLUo 0.95 1.00 1.00 Opposing flow, Volc=VoC/[3600(No)fLUo] (veh/ln/cyc) gf=G[exp(- a * (LTC ** b))]-tl , gf<=g opposing platoon ratio, Rpo (refer Exhibit 16-11) Opposing Queue Ratio, qro=Max[1-Rpo(go/C) ,0] gu (see Exhibit C16-4, 5,6,7,8) =g-gq if gq>=gf, or = g-gf if gq<gf n=Max(gq-_gf)/2,0) PTHo=1-PLTo PL*=PLT[1+(N-1)g/(gf+gu/EL1+4.24)] EL1 (refer to Exhibit C16-3) EL2=Max((1-Ptho**n)/Plto, 1.0) fmin=2(1+PL)/g ' or fmin=2(1+P1)/g gdiff=max( q-gf!,0) fm=[gf/ ]+[gu/ ]/[1+PL(EL1-1)] , (min=fmin;max=1.00) flt=fm=[gf/g]+[gu/g]/[1+PL(EL1-1)]+[gdiff/g]/[1+PL(EL2-1)] , (fmin<=fm<=1.00) or flt=[fm+0.91(N-1)]/N** Left-turn adjustment, fLT For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>1, then assume de.-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts Input EB WB NB SB Cycle length, C 90.0 sec Total actual green time for LT lane group, G (s) 23.0 Effective permitted green time for LT lane group, g(s) 24.0 Opposing effective green time, go (s) 24.0 Number of lanes in LT lane group, N 1 Number of lanes in opposing approach, No 1 Adjusted LT flow rate, VLT (veh/h) 18 Proportion of LT in LT lane group, PLT 0.010 0.000 0.198 Proportion of LT in opposing flow, PLTo 0.00 Adjusted opposing flow rate, vo (veh/h) 91 Lost time for LT lane group, tL 3.00 Computation LT volume per cycle, LTC=VLTC/3600 -- 0.45 Opposing lane util . factor, fLUo 0.95 1.00 1.00 opposing flow, Volc=VoC/[3600(No)fLUo] (veh/ln/cyc) 2.28 gf=G[exp(- a * (LTC ** b))]-tl , gf<=g 10.7 opposing platoon ratio, Rpo (refer Exhibit 16-11) 1.00 Page 5 5 2008 PM with Proj-SD wo Vac 1 Opposing Queue Ratio, qro=Max[1-Rpo(go/C) ,0] 0.73 gq, (see Exhibit C16-4,5,6,7,8) 3.65 gu=g-gq if gq>=gf, or = g-gf if gq<gf 13.33 n=Max(gq-gf)/2,0) 0.00 PTHo=1-PLTo 1.00 PL*=PLT[1+(N-1)g/(gf+gu/EL1+4.24)] 0.20 ELl (refer to Exhibit C16-3) 1.52 EL2=Max((1-Ptho**n)/Plto, 1.0) fmin=2(1+PL)/g or fmin=2(1+P1)/g 0.10 gdiff=max( q-gf,0) 0.00 fm=[ f/ ]+[gu/ ]/[1+PL(EL1-1)] , (min=fmin;max=1.00) 0.95 fl.t=fm=[gf/g]+[gu/g]/[1+PL(EL1-i)]+[gdiff/g]/[1+PL(EL2-1)] , (fmin<=fm<=1.00) or flt=[fm+0.91(N-1)]/N** Left-turn adjustment, fLT 0.949 For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PEDESTRIAN-BICYCLE EFFECTS WORKSHEET Permitted Left Turns EB WB NB SB Effective pedestrian green time, gp (s) 23.0 conflicting pedestrian volume, Vped (p/h) 0 Pedestrian flow rate, vpedg (p/h) 0 oCCpedg 0.000 opposing queue clearing green, gq (s) 3.65 Eff. ped. green consumed by opp. veh. queue, gq/gp 0.159 oCCpedu 0.000 Opposing flow rate, vo (veh/h) 91 OCCr 0.000 Number of cross-street receiving lanes, Nrec 2 Number of turning lanes, Nturn ApbT 1.000 Proportion of left turns, PLT 0.198 Proportion of left turns using protected phase, PLTA 0.000 Left-turn adjustment, fLpb 1.000 Permitted Right Turns Effective pedestrian green time, gp (s) 60.0 23.0 Conflicting pedestrian volume, Vped (p/h) 0 0 conflicting bicycle volume, vbic (bicycles/h) 0 0 Vpedg 0 0 oCCpedg 0.000 0.000 Effective green, g (s) 60.0 24.0 Vbic9 0 0 occbicg 0.020 0.020 occr 0.000 0.000 Number of cross-street receiving lanes, Nrec 1 2 Number of turning lanes, Nturn 1 1 ApbT 1.000 1.000 Proportion right-turns, PRT 0.140 1.000 Proportion right-turns using protected phase, PRTA 0.000 0.000 Right turn adjustment, fRpb 1.000 SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Cycle length, C 90.0 sec Adj . LT vol from Vol Adjustment worksheet, v Page 6 6 2008 PM with Proj-SD wo Vac 1 v/c ratio from capacity Worksheet, X Protected phase effective green interval , g (s) Opposing queue effective green interval , gq Unopposed green interval , gu Red time r=(C-g-gq-gu) Arrival rate, qa=v/(3600(max[X,1.0])) Protected ph. departure rate, Sp=s/3600 Permitted ph. departure rate, Ss=s(gq+gu.)/(gu*3600) • XPerm XProt Case Queue at beginning of green arrow, Qa �� Queue at beginning of unsaturated green, Qu A` �`�� Residual queue, Qr �ilix, uniform Delay, di ii DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand unadj . Adj . Param. Demand Delay Delay Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound Westbound Northbound Southbound • Intersection Delay 15.4 sec/veh Intersection LOS B BACK OF QUEUE WORKSHEET Eastbound westbound Northbound southbound LaneGroup LTR T R LT Init Queue 0.0 0.0 0.0 0.0 Flow Rate 759 91 179 91 So 1900 1900 1900 1900 No.Lanes 0 2 0 0 0 0 0 1 1 0 1 0 SL 1558 1676 1425 1590 LnCapacity 1039 447 380 424 Flow Ratio 0.49 0.05 0.13 0.06 v/c Ratio 0.73 0.20 0.47 0.21 Grn Ratio 0.67 0.27 0.27 0.27 I Factor 1.000 1.000 1.000 AT or PVG 3 3 3 3 Pltn Ratio 1.00 1.00 1.00 1.00 PF2 1.00 1.00 1.00 1.00 Q1 12.3 1.8 3.8 1.8 Page 7 7 2008 PM with Proj-SD wo Vac 1 kB 1.2 0.6 0.6 0.6 Q2 2.9 0.2 0.5 0.2 Q Average 15.3 1.9 4.3 1.9 Q spacing Q Storage Q S Ratio 70th Percentile Output: 1.3 1.2 1.3 fB% I 1.2 BOQ I 18.4 2.4 5.3 2.5 QSRatio I 85th Percentile output: 1.6 1.5 1.6 fB%BOQ I 21.6 3.1 6.5 3.1 QSRatio 90th Percentile Output:fB% 1.5 1.8 1.7 1.8 BOQ I 23.3 3.6 7.3 3.6 QSRatio 95th Percentile Output:fB% I 2.3 2.0 2.3 BOQ I 1.6 25.1 4.4 8.6 4.4 QSRatio I 98th Percentile Output: . 2.7 2.3 2.7 fB%BOQ I 27.0 5.2 10.0 5.3 QSRatio ERROR MESSAGES No errors to report. Page 8 8 ' 2008 PM with Proj-SD wo Vac 2 HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM ) ��; Intersection: S. 3rd St. & Whitworth Ave. S. Jurisdiction: Renton Units: U. S. Customary Analysis Year: 2008 Project ID: School Peak Hour w/ Parish Exp.& Other Dev. w/o ww vac. East/West Street: S. 3rd St. North/South Street: Whitworth Ave. S. Intersection Orientation: EW Study period (hrs) : 0.25 vehicle volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 6 1328 37 Peak-Hour Factor, PHF 0.94 0.94 0.94 Hourly Flow Rate, HFR 6 1412 39 Percent Heavy Vehicles 2 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 5 47 13 58 Peak Hour Factor, PHF 0.81 0.81 0.80 0.80 Hourly Flow Rate, HFR 6 58 16 72 Percent Heavy Vehicles 2 2 2 2 Percent Grade (%) 0 0 Median Storage Flared. Approach: Exists? No Storage RT Channelized? Lanes 1 0 0 1 Configuration TR LT Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I TR I LT v (vph) 6 64 88 C(m) (vph) 1623 352 143 v/c 0.00 0.18 0.62 95% queue length 0.01 0.65 3.26 Control Delay •7.2 17.5 63.9 LOS A C F Approach Delay 17.5 63.9 Approach LOS C F Page 1 9 2008 PM with Proj-SD wo Vac 2 Hcs2000: unsignalized Intersections Release 4.1b Phone: Fax: E-Mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 3rd St. & Whitworth Ave. S. Jurisdiction: Renton units: U. S. Customary Analysis Year: 2008 Project ID: School Peak Hour w/ Parish Exp.& other Dev. w/o ww vac. East/West Street: S. 3rd St. North/South Street: Whitworth Ave. S. Study period (hrs) : 0.25 Intersection Orientation: EW vehicle volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 6 1328 37 Peak-Hour Factor, PHF 0.94 0.94 0.94 Peak-15 Minute volume 2 353 10 Hourly Flow Rate, HFR 6 1412 39 -- Percent Heavy vehicles 2 -- -- Median Type undivided RT Channelized? 0 Lanes 2 0 Configuration LT TR Upstream signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R volume 5 47 13 58 Peak Hour Factor, PHF 0.81 0.81 0.80 0.80 Peak-15 Minute volume 2 15 4 18 Hourly Flow Rate, HFR 6 58 16 72 Percent Heavy vehicles 2 2 2 2 Percent Grade (%) 0 Median Storage Flared Approach: Exists? No Storage RT channelized? 1 0 0 1 Lanes TR LT configuration • Pedestrian volumes and Adjustments Movements 13 14 15 16 Page 2 10 2008 PM with Proj-SD wo Vac 2 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 ntG I IL i D upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left-Turn Through S5 Left-Turn Through worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared ln volume, major th vehicles: 0 Shared ln volume, major rt vehicles: 0 Sat flow rate, major th vehicles: 1700 Sat flow rate, major rt vehicles: 1700 Number of major street through lanes: 2 worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L • T R t(c,base) 4.1 6.5 6.2 7.1 6.5 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 2 2 2 2 2 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 • Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 t(3,1t) 0.00 0.00 0.00 0.00 0.00 t(c,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) ' 1-stage 4.1 6.5 6.2 7.1 6.5 2-stage Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) . 2.20 4.00 3.30 3.50 4.00 t(f,HV) 0.90 0.90 ' 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 2 2 2 2 2 t(f) 2.2 4.0 3.3 3.5 4.0 worksheet 5-Effect of Upstream Signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) v(l ,prot) v(t) v(l ,prot) v prog Page 3 11 2008 PM with Proj-SD wo Vac 2 Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P 9(q1) g(q2) 9(q) Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 v(t) v(l ,prot) V(t) V(l ,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, v(c,max) Min platooned flow, v(c,min) Duration of blocked period, t(p) 0.000 0.000 Proportion time blocked, p Computation 3-Platoon Event Periods Result p(2) 0.000 p(5) 0.000 p(dom) p(subo) constrained or unconstrained? Proportion unblocked (1) (2) (3 ) for minor Single-stage Two-Stage Process movements, p(x) Process stage I Stage II P(1) p(4) p(7) p(8) P(9) p(10) p(11)• p(12) Computation 4 and 5 Single-Stage Process Movement 1 • 4 7 8 9 10 11 12 L L L T R L T R v c,x 0 1444 726 721 1463 s Px V c,u,x _ C r,x - C plat,x Two-Stage Process 7 8 10 11 stagel Stage2 stagel Stage2 stagel Stage2 stagel Stage2 Page 4 12 2008 PM with Proj-SD wo vac 2 v(c,x) s 0 3400 3400 P(x) V(c,u,x) C(r,x) C(plat,x) MO *'Nr.-01 „ _ " 'a 'LA/8 liQtriLIVIED worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows 726 Potential Capacity 425 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 425 Probability of Queue free St. 0.86 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 0 Potential Capacity 1623 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1623 Probability of Queue free St. 1.00 1.00 Maj L-Shared Prob Q free St. 1.00 Step 3: TH from Minor St. 8 11 Conflicting Flows 1444 1463 Potential Capacity 132 129 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 132 129 Probability of Queue free St. 0.95 0.44 Step 4: LT from Minor St. 7 10 Conflicting Flows 721 Potential Capacity 343 Pedestrian Impedance Factor 1.00 1.00 Mal . L, Min T Impedance factor 0.44 0.95 - Ma] . L, Min T Adj . Imp Factor. 0.56 0.96 Cap. Adj . factor due to Impeding mvmnt 0.56 0.83 Movement Capacity 285 Worksheet 7-computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage Conflicting Flows Potential Capacity Page 5 . 13 2008'PM with Proj-SD wo Vac 2 Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - single Stage. Conflicting Flows 1444 1463 Potential Capacity 132 129 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 132 129 Result for 2 stage process: a y t 132 129 Probability of Queue free St. 0.95 0.44 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement capacity Part 2 - second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage Conflicting Flows 721 Potential Capacity 343 Pedestrian Impedance Factor 1.00 1.00 Maj . L, Min T Impedance factor 0.44 0.95 Maj . L, Min T Adj . Imp Factor. 0.56 0.96 Cap. Adj . factor due to Impeding mvmnt 0.56 0.83 Movement Capacity 285 Results for Two-stage process: a . y t 285 worksheet 8-Shared Lane calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 6 58 16 72 Movement Capacity (vph) 132 425 285 129 Shared Lane Capacity (vph) 352 143 worksheet 9-Computation of Effect of Flared Minor street Approaches Movement 7 8 9 10 11 12 L T R L T R Page 6 14 2008 PM with Proj-SD wo Vac 2 C sep 132 425 285 129 volume 6 58 16 72 Delay MMIIC "' O 'II_ ;.,i ;�Q sep Q sep +1 round (Qsep +1) n max C sh 352 143 SUM C sep n • C act worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane config LT TR LT v (vph) 6 64 88 C(m) (vph) 1623 352 143 v/c 0.00 0.18 0.62 95% queue length 0.01 0.65 3.26 Control Delay 7.2 17.5 63.9 LOS A C F Approach Delay 17.5 63.9 Approach LOS C F Worksheet 11-shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) 1.00 1.00 v(il) , Volume for stream 2 or 5 0 v(i2) , volume for stream 3 or 6 0 s(il) , Saturation flow rate for stream 2 or 5 1700 s(i2) , Saturation flow rate for stream 3 or 6 1700 P*(oj) 1.00 d(M,LT) , Delay for stream 1 or 4 7.2 N, Number of major street through lanes 2 d(rank,l) Delay for stream 2 or 5 Page 7 15 2008 PM with Proj-SD wo Vac 21 DP HCS2000: Signalized Intersections Release 4.1b 1J , Analyst: RMH Inter. : S. 3rd St. & Morris Ave. S. �� � � Agency: St. Anthony CUP Hearing Analysi Area Type: CBD or Similar Date: 07/13/2002 Jurisd: Renton Period: 2:45-3:45 PM • Year : 2008 Project ID: School PM Peak Hour w/ Parish Exp. & Other Dev. w/o WW Vac. E/W St: S. 3rd St. N/S St: Morris Ave. S. SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes . 0 2 0 , 0 0 0 0 1 0 0 1 0 LGConfig LTR TR LT Volume 15 1340 27 12 16 25 35 Lane Width 12.0 12.0 12.0 RTOR Vol 0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left P NB Left Thru P Thru P Right P Right P Peds X Peds X WB Left SB Left P Thru Thru P Right Right Peds Peds X NB Right EB Right SB Right WB Right Green 59.0 23.0 Yellow 3.5 3.5 All Red 0.5 0.5 Cycle Length: 90.0 secs Intersection Performance summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR • 2116 3174 0.68 0.67 5.0 A 5.0 A westbound Northbound TR 413 1548 0.09 0.27 25.2 C 25.2 C Southbound ' LT 397 , 1489 0.25 0.27 27.5 C 27.5 C Intersection Delay = 6.9 (sec/veh) Intersection LOS = A HCS2000: Signalized Intersections Release 4.1b RMH Page 1 17 2008 PM with Proj-SD wo Vac 21 St. Anthony CUP Hearing Analysis 2003 PM School Peak Hour With Project Phone: Fax: E-Mail : OPERATIONAL ANALYSIS Analyst: RMH Agency/Co. : St. Anthony CUP Hearing Analysi Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 3rd St. & Morris Ave. S. Area Type: CBD or Similar Jurisdiction: Renton Analysis Year: 2008 Project ID: School PM Peak Hour w/ Parish Exp. & other Dev. w/o WW Vac. East/West Street North/South Street S. 3rd st. Morris Ave. S. VOLUME DATA..... Eastbound westbound Northbound southbound L T R L T R L T R L T R Volume 15 1340 27 12 16 25 35 % Heavy veh 2 2 2 2 2 2 2 PHF 0.96 0.96 0.96 0.75 0.75 0.60 0.60 PK 15 Vol 4 349 7 4 5 10 15 Hi Ln Vol % Grade 0 0 0 Ideal Sat 1900 1900 1900 ParkExist NumPark No. Lanes 0 2 0 0 0 0 0 1 0 0 1 0 LGConfig LTR TR LT Lane Width 12.0 12.0 12.0 RTOR Vol 0 0 Adj Flow 1440 37 100 %InsharedLn Prop LTs 0.011 0.000 0.420 Prop RTs 0.568 0.000 Peds Bikes 0 0 0 0 0 0 0 Buses 0 %InProtPhase Duration 0.25 Area Type: CBD or Similar OPERATING PARAMETERS Eastbound westbound Northbound southbound L T R L T R L T R L T R Init Unmet 0.0 0.0 0.0 Arriv. Type 4 3 3 Unit Ext. 3.0 3.0 3.0 I Factor 0.809 1.000 1.000 Lost Time 2.0 2.0 2.0 Ext of g 3.0 3.0 3.0 Ped Min g PHASE DATA_ Phase Combination 1 2 3 4 1 5 6 7 8 Page 2 18 2008 PM with Proj-SD wo Vac 21 EB Left P NB Left Thru P Thru P Right P Right P Peds X Peds X WB Left SB Left P 1 Thru Thru P (� At Right Right frit/ ' ) 7 Peds Peds X ��: 1 NB Right EB Right SB Right WB Right Green 59.0 23.0 Yellow 3.5 3.5 All Red 0.5 0.5 Cycle Length: 90.0 secs VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET volume Adjustment Eastbound westbound Northbound southbound L T R L T R L T R L T R Volume, V 15 1340 27 12 16 25 35 PHF 0.96 0.96 0.96 0.75 0.75 0.60 0.60 Adj flow 16 1396 28 16 21 42 58 No. Lanes 0 2 0 0 0 0 0 1 0 0 1 0 Lane group LTR TR LT Adj flow 1440 37 100 Prop LTs 0.011 0.000 0.420 Prop RTs 0.568 0.000 Saturation Flow Rate (see Exhibit 16-7 to determine the adjustment factors) Eastbound westbound Northbound southbound LG LTR TR LT So 1900 1900 1900 Lanes 0 2 0 0 0 0 0 1 0 0 1 0 fw 1.000 1.000 1.000 fHV 0.980 0.980 0.980 fG • 1.000 1.000 1.000 fP 1.000 1.000 1.000 fBB 1.000 1.000 1.000 fA 0.90 0.90 0.90 fLu 0.95 1.00 1.00 fRT 0.997 0.923 1.000 fLT 0.999 1.000 0.888 Sec. fLpb 1.000 1.000 1.000 fRpb 1.000 1.000 1.000 S 3174 1548 1489 Sec. CAPACITY AND LOS WORKSHEET Capacity Analysis and Lane Group Capacity Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound . Prot Page 3 19 2008 PM with Proj-SD wo Vac 21 Perm Left Prot Perm Thru LTR 1440 3174 # 0.45 0.67 2116 0.68 Right westbound Prot Perm Left Prot Perm Thru Right Northbound Prot Perm Left Prot Perm Thru TR 37 1548 0.02 0.27 413 0.09 Right Southbound Prot Perm Left Prot Perm Thru LT 100 1489 # 0.07 0.27 397 0.25 Right Sum of flow ratios for critical lane groups, Yc = Sum (v/s) = 0.52 Total lost time per cycle, L = 6.00 sec Critical flow rate to capacity ratio, xc = (Yc)(C)/(C-L) = 0.56 Control Delay and LOS Determination Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach. Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound LTR 0.68 0.67 9.2 0.383 2116 0.50 1.5 0.0 5.0 A 5.0 A westbound Northbound TR 0.09 0.27 24.8 1.000 413 0.50 0.4 0.0 25.2 C 25.2 C Southbound LT 0.25 0.27 25.9 1.000 397 0.50 1.5 0.0 27.5 C 27.5 C Intersection delay = 6.9 (sec/veh) Intersection LOS = A SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts Page 4 20 2008 PM with Proj-SD wo Vac 21 Input EB WB NB SB Cycle length, C 90.0 sec Total actual green time for LT lane group, G (s) Effective permitted green time for LT lane group, g(s) Opposing effective green time, go (s) Number of lanes in LT lane group, N Number of lanes in opposing approach, No M4 ,� ��I� =r+ Adjusted LT flow rate, VLT (veh/h) � Proportion of LT in LT lane group, PLT A. ' � Proportion of LT in opposing flow, PLTo Adjusted opposing flow rate, vo (veh/h) Lost time for LT lane group, tL Computation LT volume per cycle, LTC=VLTC/3600 Opposing lane util . factor, fLUo 0.95 1.00 1.00 opposing flow, Volc=VoC/[3600(No)fLUo] (veh/ln/cyc) gf=G[exp(- a * (LTC ** b))]-tl , gf<=g Opposing platoon ratio, Rpo (refer Exhibit 16-11) Opposing Queue Ratio, qro=Max[1-Rpo(go/C) ,0] gq, (see Exhibit C16-4,5,6,7,8) gu=g-gq if gq>=gf, or = g-gf if gq<gf n=Max(gq-gf)/2,0) PTHo=1-PLTo PL*=PLT[1+(N-1)g/(gf+gu/EL1+4.24)] EL1 (refer to Exhibit C16-3) EL2=Max((1-Ptho**n)/Plto, 1.0) fmin=2(1+PL)/g or fmin=2(1+P1)/g gdiff=max( q-gf,0) fm=[gf/g]+[gu/ ]/[1+PL(EL1-1)] , (min=fmin;max=1.00) flt=fm=L f/g]+[gu/g]/[i+PL(EL1-1)]+[gdiff/g]/[1+PL(EL2-1)] , (fmin<=fm<=1.00) or flt=[fm+0.91(N-1)]/N** Left-turn adjustment, fLT For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. . For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts Input EB WB NB SB Cycle length, C 90.0 sec Total actual green time for LT lane group, G (s) 23.0 Effective permitted green time for LT lane group, g(s) 24.0 opposing effective green time, go (s) 24.0 Number of lanes in LT lane group, N 1 Number of lanes in opposing approach, No 1 Adjusted LT flow rate, VLT (veh/h) 42 Proportion of LT in LT lane group, PLT 0.011 0.000 0.420 Proportion of LT in opposing flow, PLTo 0.00 Adjusted opposing flow rate, vo (veh/h) 37 Lost time for LT lane group, tL 3.00 Computation LT volume per cycle, LTC=VLTC/3600 1.05 Opposing lane util . factor, fLUo 0.95 1.00 1.00 Opposing flow, volc=VoC/[3600(No)fLuo] (veh/ln/cyc) 0.93 gf=G[exp(- a * (LTC ** b))]-tl , gf<=g 6.5 Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1.00 Page 5 21 2008 PM with Pro -SD wo Vac 21 Opposing Queue Ratio, qro=Max[1-Rpo(go/C) ,0] 0.73 gq, (see Exhibit C16-4,5,6,7,8) 0.35 gu=g-gq if gq>=gf, or = g-gf if gq<gf 17.52 n=Max(gq-gf)/2,0) 0.00 PTHo=1-PLTo 1.00 PL*=PLT[1+(N-1)g/(gf+gu/EL1+4.24)] 0.42 EL1 (refer to Exhibit C16-3) 1.43 EL2=Max((1-Ptho**n)/Plto, 1.0) fmin=2(1+PL)/g or fmin=2(1+P1)/g 0.12 gdiff=max( q-gf,0) 0.00 fm=[gf/ ]+[gu/ ]/[1+PL(EL1-1)] , (min=fmin;max=1.00) 0.89 flt=fm=[gf/g]+[gu/g]/[1+PL(EL1-1)]+[gdiff/g]/[1+PL(EL2-1)] , (fmin<=fm<=1.00) or flt=[fm+0.91(N-1)]/N** Left-turn adjustment, fLT 0.888 For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PEDESTRIAN-BICYCLE EFFECTS WORKSHEET Permitted Left Turns EB WB NB SB Effective pedestrian green time, gp (s) 23.0 conflicting pedestrian volume, Vped (p/h) 0 Pedestrian flow rate, vpedg (p/h) 0 OCCpedg 0.000 opposing queue clearing green, gq (s) 0.35 Eff. ped. green consumed by opp. veh. queue, gq/gp 0.015 oCCpedu 0.000 Opposing flow rate, Vo (veh/h) 37 oCCr 0.000 • Number of cross-street receiving lanes, Nrec 2 Number of turning lanes, Nturn 1 ApbT 1.000 Proportion of left turns, PLT 0.420 Proportion of left turns using protected phase, PLTA 0.000 Left-turn adjustment, fLpb 1.000 Permitted Right Turns Effective pedestrian green time, gp (s) 60.0 23.0 Conflicting pedestrian volume, Vped (p/h) 0 0 Conflicting bicycle volume, vbic (bicycles/h) 0 00 vpedg occped9 0.000 0.000 Effective green, g (s) 60.0 24.0 Vbic9 0 0 occbicg 0.020 0.020 ocCr 0.000 0.000 Number of cross-street receiving lanes, Nrec 1 2 Number of turning lanes, Nturn 1 1 ApbT 1.000 1.000 Proportion right-turns, PRT 0.019 0.568 Proportion right-turns using protected phase, PRTA 0.000 0.000 Right turn adjustment, fRpb 1.000 1.000 SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Cycle length, C 90.0 sec Adj . LT vol from vol Adjustment worksheet, v Page 6 22 2008 PM with Proj-SD wo Vac 21 v/c ratio from capacity worksheet, X Protected phase effective green interval , g (s) opposing queue effective green interval , gq Unopposed green interval , gu Red time r=(C-g-gq-gu) Arrival rate,qa=v/(3600(max[X,1.0])) , .. Protected ph. departure rate, Sp=s/3600 � � ' Permitted ph. departure rate, Ss=s(gq+gu)/(gu*3600) O �� m XPerm �`�1 XProt �J Case Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound Westbound Northbound Southbound Intersection Delay 6.9 sec/veh Intersection LOS A BACK OF QUEUE WORKSHEET Eastbound westbound Northbound Southbound LaneGroup LTR TR LT Init Queue 0.0 0.0 0.0 Flow Rate 720 37 100 So 1900 1900 1900 No.Lanes 0 2 0 0 0 0 0 1 0 0 1 0 SL 1587 1548 1489 LnCapacity 1058 • 413 397 Flow Ratio 0.45 0.02 0.07 v/c Ratio 0.68 0.09 0.25 Grn Ratio 0.67 0.27 0.27 I Factor 0.809 1.000 1.000 AT or PVG 4 3 3 Pltn Ratio 1.33 1.00 1.00 PF2 0.46 1.00 1.00 Qi 5.1 0.7 2.0 Page 7 23 2008 PM with Pro -SD wo Vac 21 kB 1.0 I 0.6 0.6 Q2 2.0 0.1 0.2 Q Average 7.0 0.8 2.2 Q Spacing Q storage Q S Ratio 70th Percentile Output: 1.3 1.3 BOQ I 8.6 1.0 2.7 QSRatio I 85th Percentile output: 1.7 1.6 fB% 1.5 1.3 3.5 BOQ I 10.3 QSRatio 90th Percentile output: 1.9 1.8 fB% 1.6 BOQ I 11.4 1.5 4.0 QSRatio 95th Percentile Output: 2.5 2.2 BOQ I 13.0 1.9 4.9 QSRatio I 98th Percentile output: 3.0 2.7 fB% I 2.1 2.3 5.8 BOQ I 14.5 QSRatio ERROR MESSAGES No errors to report. Page 8 24 2008 PM with Proj-SD wo Vac 4 HCs2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY Analyst: RMH Agency/co. : Date Performed: 07/13/2002 liN Analysis Time Period: 2:45-3:45 PMMA p� Intersection: S. 3rd P1 . & Shattuck Ave. S. �J E® Jurisdiction: Renton Units: U. S. Customary Analysis Year: 2008 Project ID: School Peak Hour w/ Parish Exp. , & Other Dev. w/o WW Vac. East/West Street: S. 3rd P1 . North/South Street: Shattuck Ave. S. Intersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 124 127 277 68 Peak-Hour Factor, PHF 0.88 0.88 0.80 0.80 Hourly Flow Rate, HFR 140 144 346 84 Percent Heavy Vehicles 2 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No Yes Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R volume 82 89 Peak Hour Factor, PHF 0.92 0.92 Hourly Flow Rate, HFR 89 96 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? Storage RT Channelized? No Lanes 1 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I I L R v (vph) 140 89 96 C(m) (vph) 1129 305 660 v/c 0.12 0.29 0.15 95% queue length 0.42 1.18 0.51 Control Delay 8.6 - 21.6 11.4 LOS A C B Approach Delay 16.3 Approach LOS C Page 1 25 2008 PM with Proj-SD wo vac 4 HCS2000: unsignalized Intersections Release 4.1b Phone: Fax: E-Mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: 5. 3rd P1 . & Shattuck Ave. S. Jurisdiction: Renton Units: u. S. Customary Analysis Year: 2008 Project ID: School Peak Hour w/ Parish Exp. , & other Dev. w/o WW Vac. East/West Street: S. 3rd P1 . North/South Street: Shattuck Ave. S. Intersection Orientation: NS Study period (hrs) : 0.25 vehicle volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 124 127 277 68 Peak-Hour Factor, PHF 0.88 0.88 0.80 0.80 Peak-15 Minute volume 35 36 87 21 Hourly Flow Rate, HFR 140 144 346 84 Percent Heavy vehicles 2 -- -- -- -- Median Type undivided RT Channelized? 1 0 Lanes 0 1 Configuration LT TR upstream signal? No Yes Minor Street Movements 7 8 9 10 11 - 12 L T R L • T R volume 82 89 Peak Hour Factor, PHF 0.92 0.92 Peak-15 Minute Volume 22 24 Hourly Flow Rate, HFR 89 96 Percent Heavy vehicles 2 2 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? Storage RT Channelized? 1 1 No Lanes configuration L R Pedestrian volumes and Adjustments Movements 13 14 15 16 Page 2 26 2008 PM with Proj-SD wo vac 4 b\/ C I F L Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to signal vph vph sec sec mph feet 52 Left-Turn Through S5 Left-Turn 0 1700 3 0 90 25 287 Through 102 1846 3 24 90 25 287 Worksheet 3-Data for Computing Effect of Delay to Major Street vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 144 shared in volume, major rt vehicles: 0 Sat flow rate, major th vehicles: 1700 Sat flow rate, major rt vehicles: 1700 • Number of major street through lanes: 1 Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 2 2 2 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 t(3,1t) 0.00 0.70 0.00 t(c,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) , 1-stage 4.1 6.4 6.2 2-stage Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 3.50 3.30 t(f,Hv) 0.90 0.90 0.90 0.90 - 0.90 0.90 0.90 0.90 P(HV) 2 2 2 t(f) 2.2 3.5 3.3 Worksheet 5-Effect of Upstream signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 v(t) V(1 ,prot) v(t) V(1 ,prot) V prog 102 0 Page 3 2.7 2008 PM with Proj-SD wo vac 4 Total Saturation Flow Rate, s (vph) 1846 1700 Arrival Type 3 3 Effective Green, g (sec) 24 0 cycle Length, C (sec) 90 90 Rp (from table 9-2) 1.000 1.000 Proportion vehicles arriving on green P 0.267 0.000 g(ql) 3.6 0.0 g(q2) 0.2 0.0 g(q) 3.9 0.0 Computation 2-Proportion of TNSC Intersection Time blocked Movement 2 Movement 5 v(t) v(1 ,prot) v(t) v(l ,prot) alpha 0.550 beta 0.645 Travel time, t(a) (sec) 7.810 smoothing Factor, F 0.265 Proportion of conflicting flow, f 0.237 0.000 Max platooned flow, v(c,max) 305 0 Min platooned flow, v(c,min) 1000 1000 Duration of blocked period, t(p) 0.0 0.0 Proportion time blocked, p 0.000 0.000 computation 3-Platoon Event Periods Result p(2) 0.000 p(5) 0.000 p(dom) 0.000 p(subo) 0.000 constrained or unconstrained? u Proportion unblocked C1) (2) C3) for minor Single-stage Two-Stage Process movements, p(x) Process Stage I stage II p(1) 1.000 p(4) PC7) PC9) p(10) 1.000 p(11)• p(12) 1.000 computation 4 and 5 single-stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 430 812 388 s 1700 1846 1846 Px 1.000 1.000 1.000 V c,u,x 430 812 388 C r,x 1129 . 348 660 C plat,x 1129 348 660 Two-stage Process 7 8 10 11 Stagel stage2 Stagel stage2 Stagel Stage2 Stagel stage2 Page 4 28 �� I r 2008 PM with Proj-SD WO Vac 4 'ilt Os -, v(c,x) s 1846 1700 P(x) v(c,u,x) C(r,x) c(plat,x) worksheet 6-Impedance and capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows 388 Potential capacity 660 Pedestrian Impedance Factor 1.00 1.00 Movement capacity 660 Probability of Queue free st. 1.00 0.85 Step 2: LT from Major St. 4 1 Conflicting Flows 430 Potential capacity 1129 Pedestrian Impedance Factor 1.00 1.00 Movement capacity 1129 Probability of Queue free St. 1.00 0.88 Maj L-shared Prob Q free St. 0.86 Step 3: TH from Minor st. 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 0.86 0.86 Movement Capacity ' Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 812 Potential capacity 348 Pedestrian Impedance Factor 1.00 1.00 Maj . L, Min T Impedance factor 0.86 Maj . • L, Min T Adj . Imp Factor. 0.90 Cap. Adj . factor due to Impeding mvmnt 0.77 0.88 Movement capacity 305 worksheet 7-Computation of the Effect of Two-stage Gap Acceptance step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free st. Part 2 - second stage conflicting Flows Potential Capacity Page 5 29 2008 PM with Proj-SD wo Vac 4 Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - single Stage conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 0.86 0.86 Movement Capacity Result for 2 stage process: a y C t Probability of Queue free st. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - second stage conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - single stage Conflicting Flows 812 Potential capacity 348 Pedestrian Impedance Factor 1.00 1.00 Mal . L, Min T Impedance factor 0.86 Maj . L, Min.T Adj . Imp Factor. 0.90 Cap. Adj . factor due to Impeding mvmnt 0.77 0.88 Movement Capacity 305 Results for Two-stage process: a • y t 305 worksheet 8-shared Lane calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 89 96 Movement Capacity (vph) 305 660 Shared Lane Capacity (vph) worksheet 9-computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 .. - L T R L T R Page .6 30 2008 PM with Proj-SD wo Vac 4 C sep 305 660 VoluVol ume 89 �' 96 Q sep 1 IC 9'•h EQ sep +1LiviD round (Qsep +1) n max C sh SUM C sep n C act Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT L R v (vph) 140 89 96 C(m) (vph) 1129 305 660 v/c 0.12 0.29 0.15 95% queue length 0.42 1.18 0.51 Control Delay 8.6 21.6 11.4 LOS A C B Approach Delay 16.3 Approach LOS C Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 v(i1) , volume for stream 2 or 5 11448 1.00 v(i2) , volume for stream 3 or 6 0 s(il) , Saturation flow rate for stream 2 or 5 1700 s(i2) , Saturation flow rate for stream 3 or 6 1700 P*(oj) 0.86 d(M,LT) , belay for stream 1 or 4 8.6 N, Number of major street through lanes 1 d(rank,l) Delay for stream 2 or 5 1.2 Page 7 31 2008 PM with Proj-SD wo vac 8 HCS2000: unsignalized Intersections Release 4.1b MICR di r'' -' E Phone: Fax: p �1- U" D E-Mail : ALL-WAY STOP CONTROL(AWSC) ANALYSIS Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 4th St. & Shattuck Ave. S. Jurisdiction: Renton Units: U. S. Customary Analysis Year: 2008 Project ID: School PM Peak Hour w/ Parish Exp. & Other Dev. w/o WW Vac. East/West Street: S. 4th St. North/South Strieet: Shattuck Ave. S. worksheet 2 - volume Adjustments and Site Characteristics 1 Eastbound 1 westbound I Northbound 1 Southbound 1 ILT RILTRILT R I L T R volume 12 9 4 1147 5 116 16 135 161 1138 224 3 j % Thrus Left Lane Eastbound westbound Northbound Southbound Li L2 L1 L2 L1 L2 L1 L2 Configuration LTR LT R LT R LTR PHF 0.50 0.80 0.80 0.80 0.80 0.80 Flow Rate 30 189 144 175 201 454 % Heavy Veh 2 2 2 2 2 2 No. Lanes 1 2 2 1 Opposing-Lanes 2 1 1 2 Conflicting-lanes 2 2 2 2 Geometry group 4b 5 5 4b Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Li L2 L1 L2 Flow Rates: Total in Lane 30 189 144 175 201 454 Left-Turn 4 183 0 7 0 172 Right-Turn 8 0 144 0 201 3 Prop. Left-Turns 0.1 1.0 0.0 0.0 0.0 0.4 Prop. Right-Turns 0.3 0.0 1.0 0.0 1.0 0.0 Prop. Heavy Vehic1e0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 4b 5 5 4b Adjustments Table 10-40: hLT-adj 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 Page 1 33 2008 PM with Proj-sD wo Vac 8 hadj , computed -0.1 0.2 -0.6 0.0 -0.6 0.1 worksheet 4 - Departure Headway and Service Time Eastbound westbound Northbound southbound L1 L2 Li L2 Ll L2 Li L2 Flow rate 30 189 144 175 201 454 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.03 0.17 0.13 0.16 0.18 0.40 hd, final value 7.61 7.13 6.32 6.47 5.85 6.30 x, final value 0.06 0.37 0.25 0.31 0.33 0.80 Move-up time, m 2.3 2.3 2.3 2.3 Service Time 5.3 4.8 4.0 4.2 3.5 4.0 Worksheet 5 - Capacity and Level of Service Eastbound westbound Northbound southbound Li L2 Li L2 Li L2 Li L2 Flow Rate 30 189 144 175 201 454 Service Time 5.3 4.8 4.0 4.2 3.5 4.0 utilization, x 0.06 0.37 0.25 0.31 0.33 0.80 Dep. headway, hd 7.61 7.13 6.32 6.47 5.85 6.30 Capacity 280 439 394 425 451 565 Delay 10.83 14.02 11.15 12.10 11.36 29.08 LOS B B B B B D Approach: Delay 10.83 12.78 11.70 29.08 LOS B B B D Intersection Delay 18.59 Intersection LOS C Page 2 34 2008 PM with Pro-SD wo Vac 11 HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PMMICR•FILIWED Intersection: s. 4th St. & Whitworth Ave. s. Units: U. S. Customary Analysis Year: 2008 Project ID: School PM Peak Hour w/ Parish Exp. & Other Dev. w/o WW Vac. East/West Street: S. 4th St. North/South street: Whitworth Ave. S. Intersection Orientation: EW Study period (hrs) : 0.25 Vehicle volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R 1 L T R Volume 51 218 3 37 220 76 Peak-Hour Factor, PHF 1.00 0.61 0.61 0.72 0.72 1.00 Hourly Flow Rate, HFR 51 357 4 51 305 • 76 Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 1 10 11 12 L T R 1 L T R Volume 26 7 28 21 9 21 Peak Hour Factor, PHF 0.50 1.00 0.50 1.00 1.00 1.00 Hourly Flow Rate, HFR 52 7 56 21 9 21 Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR • Delay, Queue Length, and Level of Service Approach oach EB1 4B 7 Northhbound 9 Southbound ov 11 Lane Config LTR LTR 1 LTR 1 10 LTR 12 v (vph) 51 51 115 51 C(m) (vph) 1189 1198 329 302 v/c 0.04 0.04 0.35 0.17 95% queue length 0.13 0.13 1.53 0.60 Control Delay 8.2 8.1 21.7 19.3 LOS A A C Approach Delay Z1.7 C 19.3 Approach LOS C C Page 1 35 2008 PM with Pro-SD wo Vac 11 HCS2000: unsignalized Intersections Release 4.1b Phone: Fax: E-Mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 4th St. & whitworth Ave. S. Jurisdiction: Renton units: U. S. Customary Analysis Year: 2008 Project ID: School PM Peak Hour w/ Parish Exp. & Other Dev. w/o WW Vac. East/West Street: S. 4th St. North/South Street: Whitworth Ave. S. Intersection Orientation: EW Study period (hrs) : 0.25 vehicle volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R volume 51 218 3 37 220 76 Peak-Hour Factor, PHF 1.00 0.61 0.61 0.72 0.72 1.00 Peak-15 Minute volume 13 89 1 13 76 19 Hourly Flow Rate, HFR 51 357 4 51 305 76 Percent Heavy vehicles 0 -- -- 2 -- -- Median Type undivided RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R volume 26 7 28 21 9 21 Peak Hour Factor, PHF 0.50 1.00 0.50 1.00 1.00 1.00 Peak-15 Minute Volume 13 2 14 5 2 5 Hourly Flow Rate, HFR 52 7 56 21 9 21 Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Page 2 36 2008 PM with Pro-SD wo Vac 11 Flow (ped/hr) I 0 0 0 0 Lane width (ft) 12.0 12.0 12.0 12.0 1141CROFA walking speed 1(ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 ED h Upstream signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length speed to Signal vph vph sec sec mph feet S2 Left-Turn Through S5 Left-Turn Through worksheet 3-Data for Computing Effect of Delay to Major Street vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 357 305 shared In volume, major rt vehicles: 4 76 Sat flow rate,1 major th vehicles: 1700 1700 Sat flow rate,�_ major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 worksheet 4-citical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 0 2 2 0 2 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 t(3,1t) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) . 1-stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2-sti ge Follow-Up Time Calculations Movement • 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 0 2 2 0 2 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 worksheet 5-Efffect of upstream Signals • Computation 11-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 v(t) v(l ,prot) v(t) v(1 ,prot) V"prog Page 3 37 2008 PM with Pro-SD wo Vac 11 Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) 9(q) computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement- 5 v(t) V(l ,prot) v(t) v(l ,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, v(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0:000 0.000 Computation 3-Platoon Event Periods Result p(2) 0.000 p(5) 0.000 p(dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single-stage Two-Stage Process movements, p(x) Process Stage I Stage II P(l) p(4)p8) P PO) p(10) p(11) p(12) Computation 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 381 361 .921 944 359 937 908 343 s PX V c,u,x C r,x ` • C plat,x Two-Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 Page 4 38 2008 PM with Pro-SD wo vac 11 v(c,x) s 1700 1700 1700 1700 P(x) v(c,u,x) iq1 ' c(piat,x) hkall 1L D worksheet 6-Impedance and capacity Equations Step 1: RT from Minor St. 9 12 conflicting Flows 359 343 Potential Capacity 685 704 Pedestrian Impedance Factor 1.00 1.00 Movement capacity 685 704 Probability of Queue free st. 0.92 0.97 Step 2: LT from Major St. 4 1 conflicting Flows 361 381 Potential capacity 1198 1189 Pedestrian Impedance Factor 1.00 1.00 Movement capacity 1198 1189 Probability ofQueue free St. 0.96 0.96 Maj L-Shared Probi Q free st. 0.95 0.95 step 3: TH froT Minor st. 8 11 conflicting Flaws 944 908 Potential capacity 264 277 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 0.89 0.89 Movement capacity 236 248 Probability of Queue free St. 0.97 0.96 step 4: LT from Minor St. 7 10 I , conflicting Flows 921 937 Potential capacity 251 247 Pedestrian Impedance Factor 1.00 1.00 Mai . L, Min T Impedance factor 0.86 0.87 Maj . L, Min T Adj . Imp Factor. 0.89 0.90 Cap. Adj . factor due to Impeding mvmnt 0.87 0.82 Movement Capacity 218 204 worksheet 7-computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - FirstIstage -• conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt -• - Movement capacity Probability of Queue free St. Part 2 - Second Stage Conflicting Flows Potential capacity Page 5 39 2008 PM with Pro-SD wo Vac 11 Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage Conflicting Flows 944 908 . Potential Capacity 264 277 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 0.89 0.89 Movement capacity 236 248 Result for 2 stage process: a y t 236 248 Probability of Queue free St. 0.97 0.96 Step 4: LT from Minor St. 7 10 Part 1 - First Stage. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - second stage conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage Conflicting Flows 921 937 Potential Capacity 251 247 Pedestrian Impedance Factor 1.00 1.00 Mal . L, Min T Impedance factor 0.86 0.87 Maj . L, Mi'n T Adj . Imp Factor. 0.89 0.90 Cap. Adj . factor due to Impeding mvmnt 0.87 0.82 Movement Capacity 218 204 Results for Two-stage process: a ' C t 218 204 Worksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R • volume (vph) 52 7 56 21 9 21 Movement Capacity (vph) 218 236 685 204 248 704 shared Lane Capacity (vph) 329 302 worksheet 9-Computation of Effect of Flared Minor Street Approaches ' Movement ' 7 8 9 10 11 12 L T R L T R Page 6 40 2008 PM with Pro-SD wo Vac 11 C sep 218 236 685 204 248 704 Volume 52 7 56 21 9 21 QDesep VICR• FLMED Q sep +1 round (Qsep +"�) n max C sh 329 302 SUM C sep n C act Worksheet 10-Delay, Queue Length, and Level of Service • Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR v (vph) 51 51 115 51 C(m) (vph) 1189 1198 329 302 v/c 0.04 0.04 0.35 0.17 95% queue length 0.13 0.13 1.53 0.60 Control Delay 8.2 8.1 21.7 19.3 LOS A A C C Approach Delay 21.7 19.3 Approach LOS C C Worksheet 11-shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) 0.96 0.96 v(il) , Volume for stream 2 or 5 357 305 v(i2) , Volume for stream 3 or 6 4 76 s(il), saturation flow rate for stream 2 or 5 1700 1700 s(i2) , Saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 0.95 0.95 d(M,LT) , Delay for stream 1 or 4 8.2 8.1 N, Number of major street through lanes 1 1 d(rank,l) Delay for stream 2 or 5 0.4 0.4 • • Page 7 41 2008 PM with Pro-SD wo Vac 20 MICROFILMED C OFIL E HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 4th St. & Morris Ave. S. Jurisdiction: Renton Units: U. S. Customary Analysis Year: 2008 Project ID: School PM Peak Hour w/ Parish Exp. , & Other Dev. w/o Ww Vac. East/West Street: S. 4th St. North/South Street: Morris Ave. S. Intersection Orientation: EW Study period (hrs) : 0.25 vehicle volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R volume 17 233 18 19 291 18 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 18 258 20 21 323 20 Percent Heavy vehicles 2 -- -- 2 -- -- Median Type undivided RT Channelized? Lanes 0 .1 0 0 1 0 Configuration LTR LTR Upstream Signal? No - No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 13 3 12 35 5 30 Peak Hour Factor, PHF 0.90 0.90 0.50 0.90 0.90 0.90 Hourly Flow Rate, HFR 14 3 24 38 5 33 • Percent Heavy vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No No Storage RT Channelized? 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 17 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 18 21 41 76 C(m) (vph) 1216 1285 496 437 v/c 0.01 0.02 0.08 0.17 95% queue length 0.05 0.05 0.27 0.62 Control Delay 8.0 7.8 12.9 15.0- LOS A A B B Approach Delay 12.9 15.0- Approach LOS B B Page 1 43 2008 PM with Pro-SD wo Vac 20 HCS2000: Unsignalized Intersections Release 4.1b Phone: Fax: E-Mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 4th St. & Morris Ave. S. Jurisdiction: Renton Units: U. S. customary Analysis Year: 2008 • Project ID: School PM Peak Hour w/ Parish Exp. , & Other Dev. w/o WW Vac. East/West Street: S. 4th St. North/South Street: Morris Ave. S. Intersection Orientation: EW Study period (hrs) : 0.25 vehicle volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R volume 17 233 18 19 291 18 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Peak-15 Minute Volume 5 65 5 5 81 5 Hourly Flow Rate, HFR 18 258 20 21 323 20 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L . T R volume 13 3 12 35 5 30 Peak Hour Factor, PHF 0.90 0.90 . 0.50 0.90 0.90 0.90 Peak-15 Minute volume 4 1 6 10 1 8 Hourly Flow Rate, HFR 14 3 24 38 5 33 Percent Heavy vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No No Storage RT Channelized? • Lanes 0 1 0 0 1 0 Configuration LTR LTR . Pedestrian volumes and Adjustments Movements 13 14 15 16 Page 2 . 44 2008 PM with Pro-SD wo vac 20 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking speed (ft/sec) 4.0 4.0 4.0 4.0 � � � Percent Blockage 0 0 0 0 �i , / /C MED Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left-Turn Through S5 Left-Turn Through worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared ln volume, major th vehicles: 258 323 Shared ln volume, major rt vehicles: 20 20 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 Worksheet' 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 2 2 2 2 2 2 2 2 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 t(3,1t) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1-stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2-stage Follow-up Tithe Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 t(f,Hv) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(Hv) 2 2 2 2 2 2 2 2 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Worksheet 5-Effect of Upstream signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 v(t) V(l ,prot) v(t) v(l ,prot) V prog . . ,-- Page 3 45 2008 PM with Pro-SD wo Vac 20 Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(al) g(q2) g(a) Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 v(t) v(l ,prot) v(t) v(l ,prot) alpha beta Travel time, t(a) (sec) Smoothing. Factor, F Proportion of conflicting flow, f Max platooned flow, v(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) 0.000 p(5) 0.000 p(dom) . p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single-stage Two-Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) p(7) p(8) p(9) p(10) P(11) p(12) Computation 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 343 278 698 689 268 693 . 689 333 s Px V c,u,x C r,x C plat,x _ Two-Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 Page 4 46 2008 PM with Pro-SD wo Vac 20 V(c,x) s 1700 1700 1700 1700 P(x) v(c,u,x) Mier.% — C(r,x) OFILI C(plat,x) d ko Worksheet 6-Impedance and capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows 268 333 Potential Capacity 771 709 Pedestrian Impedance Factor 1.00 1.00 . Movement Capacity 771 709 Probability of Queue free St. 0.97 0.95 Step 2: LT from Major St. 4 1 Conflicting Flaws 278 343 Potential Capacity 1285 1216 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1285 1216 Probability of Queue free St. 0.98 0.99 Maj L-Shared Pi ob Q free St. 0.98 0.98 Step 3: TH from Minor St. 8 11 Conflicting Flows 689 689 Potential Capacity 369 369 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 0.96 0.96 Movement capacity 355 355 Probability of Queue free St. 0.99 0.99 Step 4: LT from Minor St. 7 10 Conflicting Flows 698 693 Potential Capacity 355 358 Pedestrian Impedance Factor 1.00 1.00 Mal . L, Min T Impedance factor 0.95 0.95 Maj . L, Min T Adj . Imp Factor. 0.96 0.96 Cap. Adj. factor due to Impeding mvmnt 0.92 0.93 Movement Capaclty 325 335 • worksheet 7-computation of the Effect of Two-stage Gap Acceptance Step 3: TH fro m Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage Conflicting Flaws Potential Capacity Page 5 47 1 • 2008 PM with Pro-sD wo Vac 20 Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Part 3 - single Stage 689 689 conflicting Flows Potential Capacity 369 369 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 0.96 0.96 Movement capacity 355 355 Result for 2 stage process: a C t 355 355 Probability of Queue free St. 0.99 0.99 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage 698 693 Conflicting Flows Potential Capacity 355 3581.80 Pedestrian Impedance Factor Mai . L, Min T Impedance factor 0.95 0.95 Maj . L, Min T Adj . Imp Factor. 0.96 0.96 Cap. Adj. factor due to Impeding mvmnt 0.92 0.93 Movement Capacity 325 335 Results for Two-stage process: a ' C t 325 335 worksheet 8-shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R volume (vph) 14 3 24 38 5 33 Movement Capacity (vph) 325 355 771 335 355 709 Shared Lane Capacity (vph) 496 437 worksheet 9-computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R Page 6 48 2008 PM with Pro-SD wo Vac 20 C sep volume 325 355 771 335 355 709 14 3 24 38 5 33 Delay Q sep Q sep +1 round (Qsep +1) n maxC sh 496 u:, ,� � 437 1„ sum C sep '® n C act Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR v (vph) 18 21 41 76 C(m) (vph) 1216 1285 496 437 v/c 0.01 0.02 0.08 0.17 95% queue length 0.05 0.05 0.27 0.62 Control Delay 8.0 7.8 12.9 15.0- LOS A A B B Approach Delay 12.9 15.0- Approach LOS B B Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oD 0.99 0.98 v(il), volume for stream 2 or 5 258 323 v(i2) , volume for stream 3 or 6 20 20 s(il) , saturation flow rate for stream 2 or 5 1700 1700 s(i2) , saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 0.98 0.98 d(M,LT) , Delay for stream 1 or 4 8.0 7.8 N, Number of major street through lanes 1 1 d(rank,l) Delay for stream 2 or 5 0.1 0.2 Page 7 49 2008 PM With Proj-vac-SD MIcAoRL, HC52000: Signalized Intersections Release 4.1b g�j Analyst: RMH Inter. : S. 3rd St. & Shattuck Ave. S. ((�� Agency: St. Anthony CUP Hearing Analysi Area Type: CBD or Similar Date: 07/13/2002 Jurisd: Renton Period: 2:45-3:45 PM Year : 2008 Project ID: School PM Peak Hour w/ Parish Exp. , WW Vac. , other Dev. E/W St: S. 3rd St. N/S St: Shattuck Ave. S. SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes , 0 2 0 0 0 0 0 1 1 0 1 0 LGConfig LTR T R LT Volume 14 '1201 203 79 145 17 78 Lane Width 12.0 12.0 12.0 12.0 RTOR Vol 0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left P NB Left Thru P Thru P Right P Right P Peds X Peds X WB Left SB Left P Thru Thru P Right Right Peds Peds X NB Right EB Right SB Right WB Right Green 59.0 23.0 Yellow 3.5 3.5 All Red 0.5 0.5 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR • 2077 3115 0.73 0.67 12.1 B • 12.1 B • Westbound Northbound T 447 -- 1676 . 0.21 0.27 26.6 C 29.6 C R 380 1425 0.44 0.27 31.2 C Southbound LT 426 1599 0.24 0.27 27.2 C 27.2 C Intersection Delay = 15.4 (sec/veh) Intersection LOS = B HCS2000: signalized Intersections Release 4.1b . RMH . Page 1 51 2008 PM With Proj-Vac-SD 1 St. Anthony CUP Hearing Analysis 2003 PM School Peak Hour With Project Phone: Fax: E-Mail : OPERATIONAL ANALYSIS Analyst: RMH Agency/Co. : St. Anthony CUP Hearing Analysi Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 3rd St. & Shattuck Ave. S. Area Type: CBD or Similar Jurisdiction: Renton Analysis Year: 2008 Project ID: School PM Peak Hour w/ Parish Exp. , WW Vac. , other Dev. East/West Street North/South street S. 3rd St. Shattuck Ave. S. VOLUME DATA_ Eastboundwestbound Northbound Southbound L T R L T R L T R L T R Volume 14 1201 203 79 145 17 78 % Heavy veh 2 2 2 2 2 2 2 PHF 0.93 0.93 0.93 0.86 0.86 0.93 0.93 PK 15 vol 4 323 55 23 42 5 21 Hi Ln Vol 0 0 % eaade 0 Ideal Sat 1900 1900 1900 1900 ParkExist NumPark No. Lanes 0 2 0 0 0 0 0 1 1 0 1 0 LGConfig LTR T R LT Lane width 12.0 12.0 12.0 12.0 RTOR Vol 0 0 Adj Flow 1524 92 169 102 %InSharedLn Prop LTs 0.010 0.000 0.176 Prop RTs 0.000 1.000 0.000 Peds Bikes 0 0 0 0 0 Buses 0 0 0 0 %InProtPhase Duration 0.25 Area Type: CBD or similar OPERATING PARAMETERS Eastbound westbound Northbound Southbound L T R L T R L T R L T R Init unmet 0.0 0.0 0.0 0.0 Arriv. Type 3 3 3 3 Unit Ext. 3.0 3.0 3.0 3.0 I Factor 1.000 1.000 1.000 Lost Time 2.0 2.0 2.0 2.0 Ext of g 3.0 3.0 3.0 3.0 Ped Min g • PHASE DATA . Phase Combination 1 2 3 4 1 5 6 7 8 Page 2 52 2008 PM with Proj-vac-SD 1 EB Left P NB Left Thru P Thru P Right P Right P Peds X Peds X WB Left SB Left P /l , . Thru Thru P � ," Right �'� �� / Peds Peds X Right " i a` 0 NB Right EB Right SB Right WB Right Green 59.0 23.0 Yellow 3.5 3.5 All Red 0.5 0.5 Cycle Length: 90.0 secs VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET Volume Adjustment Eastbound Westbound Northbound Southbound L T R L T R L T R L T R Volume, V 14 1201 203 79 145 17 78 PHF 0. 3 0.93 0.93 0.86 0.86 0.93 0.93 Adj flow 15 1291 218 92 169 18 84 No. Lanes 0 2 0 0 0 0 0 1 1 0 1 0 Lane group . LTR T R LT Adj flow 1524 92 169 102 Prop LTs 0.010 0.000 0.176 Prop RTs 0.000 1.000 0.000 Saturation Flow Rate (see Exhibit 16-7 to determine the adjustment factors) Eastbound Westbound. Northbound Southbound LG LTR T R LT So 1900 1900 1900 1900 Lanes 0 2 0 0 0 0 0 1 1 0 1 0 fw 1.000 1.000 1.000 1.000 fHv 0.980 0.980 0.980 0.980 fG 1.000 1.000 1.000 1.000 fP 1.000 • 1.000 1.000 1.000 fBB . 1.000 1.000 1.000 1.000 • fA 0. 0 0.90 0.90 0.90 fLU 0.95 1.00 1.00 1.00 fRT 0.979 1.000 0.850 1.000 fLT 1.000 1.000 . 0.954 Sec. fLpb 1.000 1.000 1.000 fRpb 1.000 1.000 1.000 1.000 • S 31115 1676 1425 1599 Sec. CAPACITY AND LOS WORKSHEET Capacity Analysis and Lane Group Capacity Adj Adj sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound - Prot Page 3 53 2008 PM with Proj-Vac-SD 1 Perm Left Prot Perm Thru LTR 1524 3115 # 0.49 0.67 2077 0.73 Right westbound Prot Perm Left Prot Perm Thru Right Northbound Prot Perm Left Prot Perm Thru T 92 1676 0.05 0.27 447 0.21 Right R 169 1425 # 0.12 0.27 380 0.44 southbound Prot Perm Left Prot Perm Thru LT 102 1599 0.06 0.27 426 0.24 Right Sum of flow ratios for critical lane groups, Yc = Sum (v/s) = 0.61 Total lost time per cycle, L = 6.00 sec Critical flow rate to capacity ratio, Xc = (Yc)(C)/(C-L) = 0.65 Control Delay and LOS Determination Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C d1 Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound LTR 0.73 0.67 9.8 1.000 2077 0.50 2.3 0.0 12.1 B 12.1 B westbound Northbound T 0.21 0.27 25.6 1.000 447 0.50 1.0 0.0 26.6 C 29.6 C R 0.44 0.27 27.5 1.000 380 0.50 3.7 0.0 31.2 C southbound LT 0.24 0.27 25.9 1.000 426 0.50 1.3 0.0 27.2 C 27.2 C Intersection delay = 15.4 (sec/veh) Intersection LOS = B SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts Page 4 54 • 2008 PM With Proj-Vac-SD 1 Input EB WB NB SB Cycle length, C 90.0 sec Total actual green time for LT lane group, G (s) Effective permitted green time for LT lane group, g(s) opposing effective green time, go (s) � �� Number of lanes in LT lane group, N Number of lanes in opposing approach, No Adjusted LT flow rate, VLT (veh/h) Proportion of LT in LT lane group, PLT ���Y� Proportion of LT in opposing flow, PLTo Adjusted opposing flow rate, vo (veh/h) Lost time for LT lane group, tL Computation LT volume per cycle, LTC=VLTC/3600 Opposing lane util . factor, fLUo 0.95 1.00 1.00 Opposing flow, Volc=voC/[3600(No)fLUo] (veh/ln/cyc) gf=G[exp(- a If (LTC ** b))]-tl , gf<=g Opposing platoon ratio, Rpo (refer Exhibit 16-11) Opposing Queue Ratio, qro=Max[1-Rpo(go/C) ,0] gq, (see Exhibit C16-4,5,6,7,8) gu=g-gq if g >=gf, or = g-gf if gq<gf n=Max(gq-gf)/2,0) PTHo=1-PLTo PL*=PLT[1+(N-1)g/(gf+gu/EL1+4.24)] • ELi (refer tolExhibit C16-3) EL2=Max((i-Ptho**n)/Plto, 1.0) fmin=2(1+PL)/g or fmin=2(1+P1)/g gdiff=max(gq-gf,0) fm=[gf/ ]+[gu/ ]/[1+PL(EL1-i)] , (min=fmin;max=1.00) flt=fm=[gf/g][gu/g]/[1+PL(ELi-i)]+[gdiff/g]/[1+PL(EL2-1)] , (fmin<=fm<=1.00). or flt=[fm+0.91(N-1)]/N** • Left-turn adjustment, fLT For special case of single-lane approach opposed by multilane approach, • see text. * If Pl>=1 for shared left-turn lanes with N>i, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts Input EB WB NB SB Cycle length, C 90.0 sec Total actual green time for LT lane group, G (s) 23.0 Effective permitted green time for LT lane group, g(s) 24.0 opposing effective green time, go (s) 24.0 • Number of lanes in LT lane group, N 1 Number of lanes in opposing approach, No 1 Adjusted LT flow rate, VLT (veh/h) 18 Proportion of LT in LT lane group, PLT 0.010 0.000 0.176 Proportion of LT in opposing flow, PLTo 0.00 - Adjusted opposing flow rate, Vo (veh/h) 92 Lost time for LT lane group, tL 3.00 Computation LT volume per cycle, LTC=VLTC/3600 0.45 - Opposing lane util . factor, fLUo 0.95 1.00 1.00 Opposing flow, Volc=VoC/[3600(No)fLUo] (veh/ln/cyc) 2.30 gf=G[exp(- a * (LTC ** b))]-tl , gf<=g 10.7 opposing platoon ratio, Rpo (refer Exhibit 16-11) 1.00 Page 5 55 2008 PM With Proj-vac-SD 1 Opposing Queue Ratio, qro=Max[1-Rpo(go/C) ,0] 0.73 gq, (see Exhibit C16-4,5,6,7,8) 3.71 gu=g-gq if ,>=gf, or = g-gf if gq<gf 13.33 n=Max(gq-gf)/2,0) 0.00 PTHo=1-PLTo 1.00 PL*=PLT[1+(N-1)g/(gf+gu/EL1+4.24)] 0.18 ELi (refer to Exhibit C16-3) 1.52 EL2=Max((1-Ptho**n)/Plto, 1.0) fmin=2(1+PL)/g or fmin=2(1+P1)/g 0.10 gdiff=max( q-gf,0) 0.00 fm=[gf/ ]+[gu/ ]/[i+PL(EL1-1)] , (min=fmin;max=1.00) 0.95 flt=fm=[gf/g]+[gu/g]/[1+PL(EL1-1)]+[gdiff/g]/[1+PL(EL2-1)] , (fmin<=fm<=1.00) or flt=[fm+0.91(N-1)]/N** Left-turn adjustment, fLT 0.954 For special case of single-lane approach opposed by multilane approach, see text. * If P1>=1 for shared left-turn lanes with N>1, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text.. SUPPLEMENTAL PEDESTRIAN-BICYCLE EFFECTS WORKSHEET Permitted Left Turns EB WB NB SB Effective pedestrian green time, gp (s) 23.0 Conflicting pedestrian volume, vped (p/h) 0 Pedestrian flow rate, vpedg (p/h) 0 oCCpedg 0.000 Opposing queue clearing green, gq (s) 3.71 Eff. ped. green consumed by opp. veh. queue, gq/gp 0.161 oCCpedu 0.000 opposing flow rate, vo (veh/h) 92 OCCr 0.000 Number of cross-street receiving lanes, Nrec 2 Number of turning lanes, Nturn 1 ApbT 1.000 Proportion of left turns, PLT 0.176 Proportion of left turns using protected phase, PLTA 0.000 Left-turn adjustment, fLpb 1.000 Permitted Right Turns Effective pedestrian green time, gp (s) 60.0 23.0 Conflicting pedestrian volume, vped (p/h) 0 0 Conflicting bicycle volume, vbic (bicycles/h) 0 0 vpedg 0 0 occpedg 0.000 0.000 - Effective green, g (s) 60.0 24.0 Vbicg 0 0 oCCbicg 0.020 0.020 OCCr 0.000 0.000 Number of cross-street receiving lanes, Nrec 1 2 Number of turning lanes, Nturn 1 1 ApbT 1.000 1.000 Proportion right-turns, PRT 0.143 1.000 Proportion right-turns using protected phase, PRTA 0.000 0.000 Right turn adjustment, fRpb 1.000 SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Cycle length, c 90.0 sec Adj . LT vol from Vol Adjustment worksheet, v - Page .6 56 2008 PM With Proj-Vac-SD 1 v/c ratio from Capacity worksheet, x Protected phae effective green interval , g (s) Opposing queue effective green interval , gq Unopposed green interval , gu Red time r=(C--'g-gq-gu) Arrival rate, qa=v/(3600(max[X,1.0])) Protected ph. departure rate, Sp=s/3600 Permitted ph. departure rate, Ss=s(gq+gu.)/(gu*3600) 410 XPerm XProt `-419/1 g.... Case �� Queue at beginning of green arrow, Qa iftf Queue at beginning of unsaturated green, Qu E.0 Residual queue, Qr Uniform Delay dl DELAY/LOS WORKSHEET WITH INITIAL QUEUF Initial our. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand unadj . Adj . Param. Demand Delay Delay Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound Westbound Northbound Southbound • Intersection Delay 15.4 sec/veh Intersection LOS B BACK OF QUEUE WORKSHEET Eastbound westbound Northbound southbound LaneGroup LTR T R LT Init Queue 0.0 0.0 0.0 0.0 Flow Rate 762 92 169 102 - So 1900 1900 1900 1900 No.Lanes 0 2 0 0 0 0 0 1 1 0 1 0 SL 1557 1676 1425 1599 LnCapacity 1038 447 380 426 Flow Ratio 0.49 0.05 0.12 0.06 v/c Ratio 0.73 0.21 0.44 0.24 Grn Ratio 0.67 0.27 0.27 0.27 I Factor 1.000 1.000 1.000 AT or PVG 3 3 3 3 Pltn Ratio 1.00 1.00 1.00 1.00 PF2 1.00 1.00 1.00 1.00 Q1 12.4 1.8 3.5 2.0 Page 7 57 2008 PM 'With Proj-Vac-SD 1 kB.' 1.2 0.6 0.6 0.6 Q2 3.0 0.2 0.5 0.2 Q Average 15.4 2.0 4.0 2.2 Q Spacing Q Storage Q S Ratio 70th Percentile Output: fB% I 1..2 1.3 1.2 1.3 BOQ I 18.6 2.5 4.9 2.8 QSRatio 85th Percentile Output: fB% I 1.4 1.6 1.5 1.6 BOQ I 21.8 3.1 6.1 3.5 QSRatio 1 90th Percentile Output: fB% I 1.5 1.8 1.7 1.8 BOQ I 23.5 3.6 6.9 4.0 QSRatio 1 95th Percentile Output: fB% I 1.6 2.3 2.1 2.2 BOQ 1 25.4 4.4 8.2 4.9 QSRatio 1 98th Percentile Output: fB% I 1.8 2.7 2.4 2.7 BOQ I 27.3 5.3 9.4 5.9 QSRatio 1 ERROR MESSAGES No errors to report. Page 8 58 2008 PM with Proj-Vac-SD 2 HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 3rd St. & Whitworth Ave. s. Jurisdiction: Renton Units: U. S. Customary - OP Analysis Year: 2008 �� �� Project ID: School Peak Hour w/ Parish Exp. , ww Vac. , other Dev. East/West Street: S. 3rd St. ��� North/South Street: Whitworth Ave. S. �40 Intersection Orientation: EW Study period (hrs) : 0.25 vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 6 1320 30 Peak-Hour Factor, PHF 0.94 0.94 0.94 Hourly Flow Rate, HFR 6 1404 31 Percent Heavy vehicles 2 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R volume 3 28 13 30 Peak Hour Factor, PHF 0.81 0.81 0.80 0.80 Hourly Flow Rate, HFR 3 34 16 37 Percent Heavy vehicles 2 2 2 2 Percent Grade (%) 0. 0 Median Storage ) Flared Approach: Exists? No Storage RT Channelized? Lanes 1 0 0 1 Configuration TR LT Delay, Queue Length., and Level of Service Approach EB WB Northbound southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I TR I LT v (vph) 6 37 53 C(m) (vph) 1623 364 159 v/c 0.00 0.10 0.33 95% queue length 0.01 0.34 1.36 Control Delay 7.2 16.0 - 38.6 LOS A C E Approach Delay 16.0 38.6 - Approach LOS C E Page 1 59 . 2008 PM with Proj-Vac-SD 2 HCS2000: unsignalized Intersections Release 4.1b Phone: Fax: E-mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 3rd St. & Whitworth Ave. S. Jurisdiction: Renton Units: U. S. Customary Analysis Year: 2008 Project ID: School Peak Hour w/ Parish Exp. , wW vac. , other Dev. East/West Street: S. 3rd St. North/South street: Whitworth Ave. S. Intersection Orientation: EW Study period (hrs) : 0.25 vehicle volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R volume 6 1320 30 Peak-Hour Factor, PHF 0.94 0.94 0.94 Peak-15 Minute Volume 2 351 8 Hourly Flow Rate, HFR 6 1404 31 Percent Heavy vehicles 2 -- -- -- -- Median Type undivided RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 3 28 13 30 Peak Hour Factor, PHF 0.81 0.81 0.80 0.80 Peak-15 Minute Volume 1 9 4 9 Hourly Flow Rate, HFR 3 34 16 37 Percent Heavy Vehicles 2 2 2 2 Percent Grade (%) 0 0 Median storage Flared Approach: Exists? No Storage RT Channelized? Lanes 1 0 0 1 Configuration TR LT Pedestrian volumes and Adjustments Movements 13 14 15 16 Page 2 60 2008 PM With Proj-Vac-SD 2 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph. feet S2 Left-Turn N� 11 rIr.,A Through L/L4 Lri S5 Left-Turn Through worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 Shared In volume, major rt vehicles: 0 Sat flow rate; major th vehicles: 1700 sat flow rate; major rt vehicles: 1700 Number of major street through lanes: 2 worksheet 4-Ciitical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 6.5 6.2 7.1 6.5 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 2 2 : 2 2 2 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 t(3,1t) 0.00 0.00 0.00 0.00 0.00 t(c,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) . 1-stage 4.1 6.5 6.2 7.1 6.5 2-st ge Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 4.00 3.30 3.50 4.00 t(f,Hv) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(Hv) 2 2 2 2 2 t(f) 2.2 4.0 3.3 3.5 4.0 Worksheet 5-Effect of Upstream Signals Computation 11-Queue Clearance Time at Upstream signal Movement 2 Movement 5 V(t) V(l ,prot) V(t) V(l ,prot) v prog Page 3 61. 2008 PM With Proj-Vac-SD 2 Total saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, c (sec) Rp (from table 9-2) Proportion vehicles arriving on green P 9(ql) g(q2) 9(q) computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 v(t) V(1 ,prot) v(t) V(1 ,p rot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, v(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) 0.000 p(5) 0.000 p(dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single-stage Two-Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) p(7) p(8) p(9) p(10) p(11) p(12) Computation 4 and 5 Single—Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 0 1432 718 716 1447 s Px V c,u,x C r,x C plat,x Two-stage Process 7 8 10 11 Stagel stage2 Stagel stage2 Stagel Stagel Stagel stage2 Page 4 62 ifrit lipid 2008 PM With Proj-Vac-SD 2 � v(c,x) t0 s 0 3400 3400 P(x) v(c,.,Li,x) C(r,x) c(plat,x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 conflicting Flows 718 Potential capacity 429 Pedestrian Impedance Factor 1.00 1.00 Movement capacity 429 Probability bf Queue free St. 0.92 1.00 Step 2: LT from Major St. 4 1 conflicting Flows 0 Potential capacity 1623 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1623 Probability of Queue free St. 1.00 1.00 Maj L-Shared Prob Q free St. 1.00 Step 3: TH from Minor St. 8 11 Conflicting Flows 1432 1447 Potential Capacity 134 131 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement capacity 134 131 Probability bf Queue free St. 0.98 0.72 Step 4: LT from Minor St. 7 10 Conflicting Flows 716 Potential Capacity 345 Pedestrian Impedance Factor 1.00 1.00 Maj . L, Min T Impedance factor 0.71 0.97 Maj , L, Min T Adj . Imp Factor. 0.78 0.98 Cap. Adj . factor due to Impeding mvmnt . 0.78 0.90 Movement Capacity 311 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - second Stage . Conflicting flows Potential Capacity Page 5 63 2008 PM With Proj-Vac-SD 2 Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement capacity Part 3 - single Stage 32 1447 Conflicting Flows 1144 141 Potential Capacity 1.00 1.00 Pedestrian Impedance Factor0 0 1. cap. Adj . factor due to Impeding mvmnt 1.001131 34 Movement capacity . Result for 2 stage process: a y C t 134 131 Probability of Queue free st. 0.98 0.72 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement capacity Part 3 - single Stage 6 _ conflicting Flows 71716 Potential Capacity 0 345 1.0 pedestrian Impedance Factor 1.00 1.00 0 Maj . L, Min T Impedance factor 0.78 0.98 Maj . A factorjduemtoFactor.impeding mvmnt 0.78 0.90 Cap. Adj . 311 Movement Capacity Results for Two-stage process: a . y 311 C t worksheet 8-Shared Lane calculations . Movement 7 8 - 9 10 11 12 L T R L T R volume (vph) 3 34 16 37 Movement capacity (vph) 134 429 311 131 Shared Lane Capacity (vph) 364 159 worksheet 9-Computation of Effect of Flared Minor Street Approaches 7 8 9 10 11 12 Movement L T R L T R Page 6 64 . 2008 PM with Proj-Vac-SD 2 C sep 134 429 311 131 volume 3 34 16 37 Delay QSep Viejo Q sep +l round (Qsep +1) n max ° .14 1k C sh 364 159 SUM C sep n C act Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT TR LT v (vph) 6 37 53 C(m) (vph) 1623 364 159 v/c 0.00 0.10 0.33 95% queue length 0.01 0.34 1.36 Control Delay 7.2 16.0 38.6 LOS A C E Approach Delay 16.0 38.6 Approach LOS C E worksheet 11I-Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) 1.00 1.00 v(il) , Volume for stream 2 or 5 0 v(i2) , Volume for stream 3 or 6 0 s(il) , Saturation flow rate for stream 2 or 5 1700 s(i2) , Saturation flow rate for stream 3 or 6 1700 P*(oj) 1.00 d(M,LT) , Delay for stream 1 or 4 7.2 N, Number of major street through lanes 2 d(rank,l) Delay for stream 2 or 5 Page 7 65 11110...01:ii 2008 PM With Proj-Vac-SD-Vac-SD 21 Iv 1�`� HCS2000: Signalized Intersections Release 4.1b ��� Analyst: RMH Inter. : S. 3rd St. & Morris Ave. s. Agency: St. Anthony CUP Hearing Analysi Area Type: CBD or Similar Date: 07/13/2002 Jurisd: Renton Period: 2:45-3:45 PM Year : 2008 Project ID: School PM Peak Hour w/ Parish Exp. , Ww Vac. , Other Dev. E/W St: S. 3rd St. N/S St: Morris Ave. S. SIGNALIZED INTERSECTION SUMMARY Eastbound westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 0 2 0 0 0 0 0 1 0 0 1 0 LGConfig LTR TR LT volume 15 1321 27 14 43 25 54 Lane width 12.0 12.0 12.0 RTOR Vol 0 0 Duration 0.'25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left P NB Left Thru P Thru P Right P Right P Peds X Peds X WB Left SB Left P Thru Thru P Right Right Peds Peds X NB Right EB Right SB Right WB Right Green 59.0 23.0 Yellow 3.5 3.5 All Red 0.5 0.5 cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR . 2116 3174 0.67 0.67 4.9. A 4.9 A Westbound Northbound TR 402 1507 0.19 0.27 26.5 C 26.5 C Southbound LT 403 1511 0.33 0.27 28.7 C 28.7 C Intersection Delay = 7.8 (sec/veh) Intersection LOS = A HCS2000: Signalized Intersections Release 4.1b RMH Page 1 67 2008 PM With Proj-Vac-SD 21 St. Anthony CUP Hearing Analysis 2003 PM school Peak Hour With Project Phone: Fax: E-Mail : OPERATIONAL ANALYSIS Analyst: RMH Agency/Co. : St. Anthony CUP Hearing Analysi Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 3rd St. & Morris Ave. S. Area Type: CBD or Similar Jurisdiction: Renton Analysis Year: 2008 Project ID: School PM Peak Hour w/ Parish Exp. , WW Vac. , Other Dev. East/West Street North/South Street 5. 3rd St. Morris Ave. S. VOLUME DATA Eastbound westbound Northbound southbound L T R LTRLTR L T R Volume 15 1321 27 14 43 25 54 % Heavy Veh 2 2 2 2 2 2 2 PHF 0.96 0.96 0.96 0.75 0.75 0.60 0.60 PK 15 Vol 4 344 7 5 14 10 22 Hi Ln Vol % Grade 0 0 0 Ideal Sat 1900 1900 1900 ParkExist NumPark No. Lanes 0 2 0 0 0 0 0 1 0 0 1 0 LGConfig LTR TR LT Lane Width 12.0 12.0 12.0 RTOR Vol 0 0 Adj Flow 1420 76 132 %InSharedLn Prop LTs 0.011 V 0.000 0.318 Prop RTs 0.750 0.000 Peds Bikes 0 0 0 0 0 Buses 0 0 0 %InProtPhase Duration 0.25 Area Type: CBD or Similar OPERATING PARAMETERS Eastbound westbound Northbound southbound L T R L T R L T R L T R Init Unmet 0.0 0.0 0.0 Arriv. Type 4 3 3 Unit Ext. 3.0 3.0 3.0 I Factor 0.809 - 1.000 1.000 Lost Time 2.0 2.0 2.0 Ext of g 3.0 _ :- 3.0 3.0 Ped Min g _ ___- _ V PHASE DATA Phase Combination 1 2 3 4 I 5 6 7 8 Page 2 68 2008 PM With Proj-Vac-SD 21 MIcR EB . 'Left P NB Left Thru P Thru P Right P Right P Peds X Peds X WB Left SB Left P Thru Thru P Right Right Peds Peds X NB Right EB Right SB Right WB Right Green 59.0 23.0 Yellow 3.5 3.5 All Red 0.5 0.5 Cycle Length: 90.0 secs VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET volume Adjustment Eastbound Westbound Northbound Southbound T R L T R L T R L T R volume, V 15 1321 27. 14 43 25 54 PHF 0!96 0.96 0.96 0.75 0.75 0.60 0.60 Adj flow 16 1376 28 19 57 42 90 No. Lanes 0 2 0 0 0 0 0 1 0 0 1 0 Lane group LTR TR LT Adj flow 1420 76 132 Prop LTs 0.011 0.000 0.318 Prop RTs 0.750 0.000 Saturation Flow Rate (see Exhibit 16-7 to determine the adjustment factors) Eastbound Westbound Northbound Southbound LG LTR TR LT So 1900 1900 1900 Lanes 0 21 0 0 0 0 0' 1 0 0 1 0 fW 1J000 1.000 1.000 fHV 0.980 0.980 0.980 fG . 1J000 1.000 1.000 fP 1 000 1.000 1.000 fBB 1:000 1.000 1.000 fA 0 J 90 0.90 0.90 fLu 0.95 1.00 1.00 fRT 0.997 0.899 1.000 fLT 0.999 1.000 0.901 sec. fLpb 1.000 1.000 1.000 fRpb 1.000 1.000 1.000 S 3174 1507 1511 Sec. CAPACITY AND LOS WORKSHEET Capacity AnalYsis and Lane Group Capacity . Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound Prot Page 3 69 z 2008 PM With Proj-Vac-SD 21 Perm Left Prot Perm Thru LTR 1420 3174 # 0.45 0.67 2116 0.67 Right westbound Prot Perm Left Prot Perm Thru Right Northbound Prot Perm Left Prot Perm Thru TR 76 1507 0.05 0.27 402 0.19 Right southbound Prot Perm Left Prot Perm Thru LT 132 1511 # 0.09 0.27 403 0.33 Right Sum of flow ratios for critical lane groups, Yc = Sum (v/s) = 0.53 Total lost time per cycle, L = 6.00 sec Xc = (Yc)(C)/(C-L) = 0.57 critical flow rate to capacity ratio, Control Delay and LOS Determination Appr/ Ratios. Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact cap k d2 d3 Delay LOS Delay LOS Eastbound LTR 0.67 0.67 9.0 0.383 2116 0.50 1.4 0.0 4.9 A 4.9 A westbound Northbound TR 0.19 0.27 25.5 1.000 402 0.50 1.0 0.0 26.5 C 26.5 C southbound LT 0.33 0.27 26.5 1.000 403 0.50 2.2 0.0 28.7 C 28.7 C Intersection delay = 7.8 (sec/veh) Intersection LOS = A SUPPLEMENTAL ePElMIiTEDlLTtWORKSHEET forPage 4 70 2008 PM with Proj-Vac-SD 21 Input EB WB NB SB Cycle length, C 90.0 sec Total actual green time for LT lane group, G (s) Effective permitted green time for LT lane group, g(s) Opposing effective green time, go (s) 4r)Ap Number of lan in LT lane group, NNumber of lanes in opposing approach, No �es • Adjusted LT flow rate, VLT (veh/h) Proportion of LT in LT lane group, PLT 74� ,,s Proportion of LT in opposing flow, PLTo Adjusted oppos ng flow rate, vo (veh/h) Lost time for LT lane group, tL Computation LT volume per cycle, LTC=VLTC/3600 Opposing lane util . factor, fLUo 0.95 1.00 1.00 Opposing flow, Volc=voC/[3600(No)fLUo] (veh/ln/cyc) gf=G[exp(- a * (LTC ** b))]-tl , gf<=g Opposing platoon ratio, Rpo (refer Exhibit 16-11) Opposing Queue Ratio, qro=Max[1-Rpo(go/C) ,0] gq, (see Exhibit C16-4,5,6,7,8) gu=g-gq if gq>=gf, or = g-gf if gq<gf n=Max(gq-gf)/2,0) PTHo=1-PLTo PL*=PLT[1+(N-1)g/(gf+gu/EL1+4.24)] ELi (refer to Exhibit C16-3) EL2=Max((1-Ptho**n)/Plto, 1.0) fmin=2(1+PL)/g or fmin=2(1+P1)/g gdiff=max( q-gf,0) fm=[gf/ ]+[gu/ ]/[1+PL(EL1-1)] , (min=fmin;max=1.00) flt=fm=[gf/g]+[gu/g]/[1+PL(EL1-1)]+[gdiff/g]/[1+PL(EL2-1)] , (fmin<=fm<=1.00) or flt=[fm+0.91(N-1)]/N** Left-turn adjustment, fLT For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts Input EB 'WB NB SB Cycle length, C 90.0 sec Total actual green time for LT lane group, G (s) 23..0 Effective permitted green time for LT lane group, g(s) .24.0 opposing effective green time, go (s) 24.0 Number of lanes in LT lane group, N 1 Number of lanes in opposing approach, No 1 Adjusted LT flow rate, VLT (veh/h) 42 Proportion of LT in LT lane group, PLT 0.011 0.000 0.318 Proportion of LT in opposing flow, PLTo 0.00 Adjusted opposing flow rate, vo (veh/h) 76 • Lost time for LT lane group, tL 3.00 Computation LT volume per cycle, LTC=VLTC/3600 1.05 Opposing lane util . factor, fLUo 0.95 1.00 1.00 opposing flow, volc=VoC/[3600(No)fLUo] (veh/ln/cyc) 1.90 gf=G[exp(- a * gLTC ** b))]-tl , gf<=g 6.5 Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1.00 Page 5 71 :. 2008 PM with Proj-Vac-SD 21 Opposing Queue Ratio, qro=Max[ -Rpo(go/C) ,0] 0.73 gq, (see Exhibit C16-4,5,6,7,8) 2.80 u- if gq>=gf, or = g-gf if gq<gf 17.52 gu=g-gq n=Max(gq-gf) 2,0) 0.00 PTHo=1-PLTo 1.00 PL*=PLT[1+(N-1)g/(gf+gU/EL1+4.24)] 0.32 ELl (refer to Exhibit C16-3) 1.49 • EL2=Max((1-Ptho**n)/Plto, 1.0) fmin=2(1+PL)/g or fmin=2(1+P1)/g 0.11 gdiff=max(gq-gf,0) 0.00 fm=[gf/ ]+[gu/ ]/[1+PL(EL1-1)] , (min=fmin;max=1.00) 0.90 flt=fm=[gf/g]+[gu/g]/[1+PL(EL1-1)]+[gdiff/g]/[1+PL(EL2-1)] , (fmin<=fm<=1.00) or flt=[fm+0.91(N-1)]/N** Left-turn adjustment, fLT 0.901 For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PEDESTRIAN-BICYCLE EFFECTS WORKSHEET Permitted Left Turns EB WB NB SB Effective pedestrian green time, gp (s) 23.0 Conflicting pedestrian volume, v ed (p/h) 0 Pedestrian flow rate, vpedg (p/h) 0 oCCpedg 0.000 Opposing queue clearing green, gq (s) 2.80 Eff. ped. green consumed by opp. veh. queue, gq/gp 0.122 occpedu 0.000 Opposing flow rate, vo (veh/h) 76 OCCr. 0.000 Number of cross-street receiving lanes, Nrec 2 Number of turning lanes, Nturn 1 ApbT 1.000 Proportion of left turns, PLT 0.318 Proportion of left turns using protected phase, PLTA 0.000 Left-turn adjustment, fLpb 1.000 Permitted Right Turns Effective pedestrian green time, gp (s) 60.0 23.0 conflicting pedestrian volume, Vped (p/h) 0 0 Conflicting bicycle volume, Vbic (bicycles/h) 0 0 vpedg 0 0 oCCped9 0.000 0.000 Effective green, g (s) 60.0 24.0 vbicg 0 0 occbicg 0.020 0.020 OCCr 0.000 0.000 Number of cross-street receiving lanes, Nrec 1 - 2 Number of turning lanes, Nturn 1 1 ApbT 1.000 1.000 Proportion right-turns, PRT 0.020 0.750 Proportion right-turns using protected phase, PRTA 0.000 0.000 Right turn adjustment, fRpb 1.000 1.000 SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Cycle length, C 90.0 sec Adj . LT vol from Vol Adjustment worksheet, v Page 6 72 2008 PM With Proj-Vac-SD 21 v/c ratio from Capacity worksheet, x Protected phase effective green interval , g (s) Opposing queue effective green interval , gq Unopposed green interval , gu Red time r=(C!g-gq-gu) Arrival rate, qa=v/(3600(max[X,1.0])) / . Protected ph. departure rate, Sp=s/3600 Permitted ph. departure rate, Ss=s(gq+gu)/(gu*3600) XPerm XProt �� � Case i4:4. Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY/LOS WORKSHEET WITH INITIAL QUEUF Initiall Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound Westbound Northbound Southbound • Intersection Delay 7.8 sec/veh Intersection LOS A BACK OF QUEUE WORKSHEET Eastbound westbound Northbound Southbound LaneGroup LTR TR LT Init Queue 0.0 0.0 0.0 Flow Rate 710 - 76 - 132 So 1900 1900 1900 No.Lanes 0 2 0 0 0 0 0 1 0 0 1 0 SL 1587 1507 1511 LnCapacity 1058 402 403 _ Flow Ratio 0.45 0.05 0.09 v/c Ratio 0.67 0.19 0.33 Grn Ratio 0.67 0.27 0.27 I Factor 0.809 1.000 1.000 AT or PVG 4 3 3 Pltn Ratio 1.33 1.00 1.00 PF2 0.46 1.00 1.00 Q1 4.9 1.5 2.7 Page 7 73 2008 PM with Proj-vac-SD 21 kB 1.0 0.6 0.6 Q2 1.9 0.1 0.3 Q Average 6.8 1.6 2.9 Q Spacing Q Storage Q S Ratio 70th Percentile Output: fB% I 1.2 1.3 1.3 BOQ I 8.3 2.0 3.7 QSRatio 85th Percentile Output: fB% I 1.5 1.6 1.6 BOQ 10.0 2.6 4.6 QSRatio 90th Percentile Output: fB% 1.6 1.9 1.8 BOQ I 11.0 3.0 5.2 QSRatio I 95th percentile Output: fB% 1.9 2.3 2.2 BOQ I 12.6 3.7 6.3 QSRatio 98th Percentile Output: fB% I 2.1 2.8 2.5 BOQ I 14.1 4.5 7.5 QSRatio ERROR MESSAGES No errors to report. Page 8 74 2008 PM With Proj-Vac-SD 4 Hcs2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY Analyst: RMH Agency/Co. : OrlAt Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM �° y�"9 Intersection: S. 3rd P1 . & Shattuck Ave. S. � �,� Jurisdiction: Renton --1 units: U. S. Customary Analysis Year: 2008 Project ID: School Peak Hour w/ Parish Exp. , WW Vac. , Other Dev. East/West. Street: S. 3rd P1 . North/South Street: Shattuck Ave. S. Intersection Orientation: NS Study period (hrs) : 0.25 Vehicle volumes and Adjustments Major Street': Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R 1 Volume 125 128 277 68 Peak-Hour Factor, PHF 0.88 0.88 0.80 0.80 Hourly Flow Rate, HFR 142 145 346 84 Percent Heavy Vehicles 2 -- -- -- -- Median Type 1 Undivided RT Channelized? • Lanes 0 1 1 0 Configuration LT TR Upstream Siglal? No Yes Minor Streetl: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 82 88 Peak Hour Factor, PHF 0.92 0.92 Hourly Flow Rate, HFR 89 95 . Percent Heavy Vehicles - 2 2 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? Storage RT Channelized? No Lanes 1 1 configurationi L R Delay, Queue Length, and Level of Service Approach I NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I I L R ✓ (vph) 142 89 95 C(m) (vph) 1129 302 660 v/c 0.13 0.29 0.14 95% queue length 0.43 1.20 0.50 Control _Delay 8.6 21.8 11.4 LOS A C B Approach Delay 16.4 Approach LOS C Page 1 75 2008 PM With Proj-Vac-SD 4 HCS2000: Unsignalized Intersections Release 4.1b Phone: Fax: E-Mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 3rd P1 . & Shattuck Ave. S. Jurisdiction: Renton Units: U. S. Customary Analysis Year: 2008 Project ID: School Peak Hour w/ Parish Exp. , WW Vac. , Other Dev. East/West Street: S. 3rd P1 . North/South Street: Shattuck Ave. S. Intersection Orientation: NS study period (hrs) : 0.25 vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R volume 125 128 277 68 Peak-Hour Factor, PHF 0.88 0.88 00.80 0.80 Peak-15 Minute Volume 36 36 7 21 Hourly Flow Rate, HFR 142 145 346 84 Percent Heavy vehicles 2 -- -- -- -- Median Type undivided RT Channelized? 1 0 Lanes 0 1 Configuration LT TR Upstream Signal? • No Yes Minor Street Movements 7 8 9 10 11 12 L T R L T R volume 82 88 Peak Hour Factor, PHF 0.92 0.92 Peak-15 Minute volume 22 24 Hourly Flow Rate, HFR 89 95 Percent Heavy vehicles 2 . 2 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? Storage RT channelized? No Lanes 1 1 Configuration L R Pedestrian volumes and Adjustments V Movements 13 14 15 16 Page 2 76 2008 PM with Proj-Vac-SD 4 Flow (ped/hr) 0 0 0 0 1141 Lane width (ft) 12.0 12.0 12.0 12.0 + walking speed (ft/sec) 4.0 4.0 4.0 4.0 � ��i Percent Blockage 0 0 0 0m upstream signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to signal vph vph sec sec mph feet S2 Left-Turn Through S5 Left-Turn 0 1700 3 0 90 25 287 Through 102 1846 3 24 90 •25 287 worksheet 3-Data for Computing Effect of Delay to Major street vehicles I Movement 2 Movement 5 shared In volume, malor th vehicles: 145 Shared In volume, major rt vehicles: 0 Sat flow rate, malor th vehicles: 1700 Sat flow rate, major rt vehicles: 1700 Number of major street through lanes: 1 worksheet 4-chitical Gap and Follow-up Time calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv2 2 2 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 t(3,1t) 0.00 0.70 0.00 t(c,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) , 1-stage 4.1 6.4 6.2 2-stage Follow-up Time calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 3.50 3.30 t(f,Hv) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 2 2 2 t(f) 2.2 3.5 3.3 Worksheet 5-Efect of Upstream Signals Computation 1-Queue Clearance Time at Upstream Signal • Movement 2 Movement 5 V(t) v(l ,prot) v(t) v(l ,prot) • v prog 102 0 Page 3 77 2008 PM With Proj-Vac-SD 4 Total Saturation Flow Rate, s (vph) 1846 1700 Arrival Type 3 3 Effective Green, g (sec) 24 0 Cycle Length, C (sec) 90 90 Rp (from table 9-2) 1.000 1.000 Proportion vehicles arriving on green P 0.267 0.000 g(q1) 3.6 . 0.0 g(q2) 0.2 0.0 g(q) 3.9 0.0 Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 v(t) v(l ,prot) v(t) V(l ,prot) alpha 0.550 beta 0.645 Travel time, t(a) (sec) 7.810 smoothing Factor, F 0.265 Proportion of conflicting flow, f 0.237 0.000 Max platooned flow, v(c,max) 305 0 Min platooned flow, V(c,min) 1000 1000 Duration of blocked period, t(p) 0.0 0.0 Proportion time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) 0.000 p(5) 0.000 p(dom) 0.000 p(subo) 0.000 constrained or unconstrained? U Proportion unblocked (1) (2) (3) for minor Single-stage Two-Stage Process movements, p(x) Process Stage I stage II p(1) 1.000 p(4) P(7) P(9) p(10) 1.000 p(11) 1.000 Computation 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 430 817 388 s 1700 1846 1846 Px 1.000 1.000 1.000 V c,u,x 430 817 388 C r,x 1129 - 346 660 C plat,x 1129 346 660 Two-Stage Process 7 8 10 11 stagel stage2 stagel stage2 Stagel stage2 stagel Stage2 Page 4 78 2008 PM With Proj-Vac-SD 4 v(c,x) ilk ss(x) 1846 1700 n s V(c,u,x) f W` 1&fd/ �, c(r,x) (s) • C(plat,x) Worksheet 6-IImpedance and Capacity Equations Step 1: RT frjom Minor St. 9 12 Conflicting Flows 388 Potential Capacity 660 Pedestrian Impedance Factor 1.00 1.00 Movement Capalcity 660 Probability olf Queue free St. 1.00 0.86 Step 2: LT from Major St. 4 1 conflicting Flows 430 Potential Capacity 1129 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1129 Probability o'f Queue free St. 1.00 0.87 Maj L-Shared Prob Q free St. 0.86 Step 3: TH friom Minor St. 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 0.86 0.86 Movement Capacity Probability or Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 817 Potential Capacity 346 Pedestrian Imbedance 'Factor 1.00 1.00 Maj . L, Min T Impedance factor 0.86 Ma] .. L, Min T Adj . Imp Factor. 0.89 Cap. Adj . factor due to Impeding mvmnt 0.77 0.87 Movement Capacity 302 worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage - Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . ,factor due to Impeding mvmnt - - - Movement Capacity Probability of Queue freest. Part 2 - Second Stage conflicting Flows Potential Capacity --- - -- Page 5 79 2008 PM with Proj-vac-So 4 Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement capacity Part 3 - single Stage conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 0.86 0.86 Movement Capacity Result for 2 stage process: a y C t Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage, Conflicting Flows 817 Potential Capacity 346 Pedestrian Impedance Factor 1.00 1.00 Mai . L, Min T Impedance factor 0.86 Maj . L, Min T Adj . Imp Factor. 0.89 Cap. Adj . factor due to Impeding mvmnt 0.77 0.87 Movement Capacity 302 Results for Two-stage process: a . C t 302 • worksheet 8-shared Lane Calculations . Movement 7 8 9 10 11 12 L T R L T R volume (vph) 89 95 Movement Capacity (vph) 302 660 shared Lane capacity (vph) worksheet 9-computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R Page 6 80 2008 PM with Proj-Vac-SD 4 C sep 302 66 11 volume 89 95 "( l Delay Q sep Q sep +1 round (Qsep I1) n max C sh SUM C sep n C act worksheet 10-Delay, Queue Length, and Level of service Movement 1 4 7 8 9 10 11 12 Lane Config LT L R v (vph) 142 89 95 C(m) (vph) 1129 302 660 v/c 0.13 0.29 0.14 95% queue length 0.43 1.20 0.50 Control Delay 8.6 21.8 11.4 LOS A C B Approach Delay 16.4 Approach LOS C Worksheet 11 Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) 0.87 1.00 v(il) , volume for stream 2 or 5 145 v(i2) , Volume for stream 3 or 6 0 s(il) , saturation flow rate for stream 2 or 5 1700 s(i2) , Saturation flow rate for stream 3 or 6 1700 P=(oj) 0.86 d(M,LT) , Delay for stream 1 or 4 8.6 N, Number oflmajor street through lanes 1 d(rank,l) Delay for stream 2 or 5 1.2 • Page 7 81 2008 PM with Proj-vac-SD 8 Hcs2000: Unsignalized Intersections Release 4.1b 4g0 ,43t),4,,,.,_ 114/tferl Phone: Fax: , E-Mail : ALL-WAY STOP CONTROL(AWSC) ANALYSIS Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 4th St.. & Shattuck Ave. S. Jurisdiction: Renton Units: U. S. Customary Analysis Year: 2008 Project ID: school PM Peak Hour w/ Parish Exp. , WW vac. , Other Dev. East/West Street: S. 4th St. North/South Street: Shattuck Ave. S. worksheet 2 - volume Adjustments and Site Characteristics Eastbound 1 Westbound 1 Northbound 1 Southbound L T R I L T R I L T R I L T R I 1 volume 12 9 4 1132 5 117 16 135 161 1130 231 3 % Thrus Left Lane Eastbound Westbound Northbound Southbound Li L2 L1 L2 Li L2 L1 L2 Configuration LTR LT R LT R LTR PHF 0.50 0.80 0.80 0.80 0.80 0.80 Flow Rate 30 170 146 175 201 453 % Heavy Veh 2 2 2 2 2 2 No. Lanes 1 2 2 1 Opposing-Lanes 2 1 1 2 Conflicting-lanes 2 2 2 .2 Geometry group 4b , 5 5 4b Duration, T 0.25 hrs. worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound L1 L2 Li L2 Li L2 L1 L2 Flow Rates: Total in Lane 30 170 146 175 201 453 Left-Turn 4 164 0 7 0 162 Right-Turn 8 0 146 0 201 3 Prop. Left-Turns 0.1 1.0 0.0 0.0 0.0 0.4 Prop. Right-Turns 0.3 0.0 1.0 0.0 1.0 0.0 Prop. Heavy vehic1e0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group . 4b 5 5 4b Adjustments Table 10-40: hLT-adl 0.2 0.2 0.2 0.2 hRT-adl -0.6 -0.6 -0.6 -0.6 hHv-adj 1.7 1.7 1.7 1.7 . Page 1 . 83 2008 PM With Proj-Vac-SD 8 hadj , computed -0.1 0.2 -0.6 0.0 -0.6 0.1 worksheet 4 - Departure Headway and Service Time Eastbound westbound Northbound southbound L1 L2 L1 L2 Li L2 Li L2 Flow rate 30 170 146 175 201 453 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.03 0.15 0.13 0.16 0.18 0.40 hd, final value 7.53 7.10 6.29 6.38 5.77 6.23 x, final value 0.06 0.34 0.26 0.31 0.32 0.78 Move-up time, m 2.3 2.3 2.3 2.3 Service Time 5.2 4.8 4.0 4.1 3.5 3.9 worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound southbound L1 L2 Li L2 L1 L2 L1 L2 Flow Rate 30 170 146 175 201 453 Service Time 5.2 4.8 4.0 4.1 3.5 3.9 utilization, x 0.06 0.34 0.26 0.31 0.32 0.78 Dep. headway, hd 7.53 7.10 6.29 6.38 5.77 6.23 Capacity 280 420 396 425 451 571 Delay 10.73 13.33 11.14 11.93 11.18 27.90 LOS B B B B B D Approach: Delay 10.73 12.32 11.53 27.90 LOS B B B D Intersection Delay 18.03 Intersection LOS C Page 2 84 401 r , 2008 PM With Proj-Vac-SD 11 � `ip HCS2000: unsignalized Intersections Release 4.1b ti e TWO-WAY STOP CONTROL SUMMARY Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM IntersectionE S. 4th St. & whitworth Ave. S. Jurisdiction: Renton Units: U. S. Customary Analysis Year: 2008 Project ID: 1School PM Peak Hour w/ Parish Exp. , WW Vac. , Other Dev. East/West St eet: S. 4th St. North/South Street: whitworth Ave. S. Intersection Orientation: EW study period (hrs) : 0.25 vehicle Volumes and Adjustments Major street: Approach Eastbound westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 252 48 37 226 Peak-Hour Factor, PHF 0.61 0.61 0.72 0.72 Hourly Flow Mate, HFR 413 78 51 313 Percent Heavy vehicles -- -- 2 -- -- Median Type undivided RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Minor street'• Approach Northbound southbound Movement 7 8 9 I 10 11 12 L T R I L T R volume 27 34 Peak Hour Factor, PHF 0.50 0.50 Hourly Flow Rate, HFR 54 68 Percent Heavy vehicles 2 2 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channeliz d? Lanes 0 0 Configuration LR I Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I LR v (vph) 51 122 C(m) (vph) 1072 425 v/c 0.05 0.29 95% queue length 0.15 1.17 Control Delay 8.5 16.8 ' --- LOS A C • Approach Del y 16.8 - Approach LOS C Page 1 85 2008 PM With Proj-Vac-SD 11 HCS2000: unsignalized Intersections Release 4.1b Phone: Fax: E-Mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: RMH ' Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 4th St. & Whitworth Ave. S. Jurisdiction: Renton Units: U. S. Customary Analysis Year: 2008 Project ID: school PM Peak Hour w/ Parish Exp. , WW vac. , other Dev. East/West Street: 5. 4th St. North/South street: Whitworth Ave. S. Intersection Orientation: EW Study period (hrs) : 0.25 vehicle volumes and Adjustments Major Street. Movements 1 2 3 4 5 6 L T R L T R volume 252 48 37 226 Peak-Hour Factor, PHF 0.61 0.61 0.72 0.72 Peak-15 Minute volume ;r ,..-;� 103 20 13 78 Hourly Flow Rate, HFR 413 78 51 313 Percent Heavy vehicles -- -- 2 -- -- Median Type Undivided RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No ` Minor Street Movements 7 8 9 10 11 12 L T R L T R volume 27 34 Peak Hour Factor, PHF 0.50 0.50 Peak-15 Minute Volume 14 17 Hourly Flow Rate, HFR 54 68 Percent Heavy vehicles 2 2 Percent Grade (%) 0 0 Median storage Flared Approach: Exists? No Storage __ RT Channelized? Lanes 0 0 Configuration LR Pedestrian volumes and Adjustments Movements 13 14 15 16 Page 2 86 2008 PM with Proj-Vac-SD 11 Abf ,_ Flow (ped/hr) 0 0 0.. f 0 . -, .: '"�'i �r • Lane width (ft) 12.0 12.0 12.0 12.0 �� Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 , Percent Blockage 0 0 0 0 :� Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left-Turn Through S5 Left-Turn Through worksheet 3-DaIa for Computing Effect of Delay to Major Street vehicles Movement 2 Movement 5 Shared ln volun1e, major th vehicles: 313 Shared ln volume, major rt vehicles: 0 Sat flow rate, major th vehicles: 1700 sat flow rate, major rt vehicles: . . 1700 Number of major street through lanes: 1 Worksheet 4-Crittical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 7.1 6.2 t(c,hv) ' 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 2 2 2 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 t(3,1t) 0.00 0.70 0.00 t(c,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00. 0.00 1.00 1.00 0.00 t(c) . 1-stage 4.1 6.4 6.2 2-stag Follow-up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 3.50 3.30 t(f, v) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P2 2 2 t(f) 2.2 3.5 3.3 Worksheet 5-Effict of Upstream signals Computation 1-Queue Clearance Time at upstream Signal Movement 2 Movement 5 V(t) v(l ,prot) v(t) V(l ,prot) V prog Page 3 87 2008 PM With Proj-Vac-SD 11 Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) 9(q) Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) v(l ,prot) V(t) v(l ,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, v(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) 0.000 p(5) 0.000 p(dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor single-stage Two-stage Process movements, p(x) Process Stage I Stage II P(1) p(4) p(7) PO) • P(9) p(10) p(11). p(12) Computation 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 491 867 452 s PX ) V c,u,X C r,x C plat,x _. _ Two-Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 Page 4. 88 2008 PM with Proj-vac-so 11 s(c,x) �, 1700 / C P(x) ° e , P v(c,u,x) 1,4, � Th C(r,x) ' C(plat,x) Worksheet 6-Impedance and capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows 452 ' Potential Capacity 608 . Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 608 Probability of Queue free St. 0.89 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 491 Potential Capacity 1072 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1072 Probability of Queue free St. 0.95 1.00 Maj L-shared Irob Q free St. 0.94 Step 3: TH from Minor St. 8 11 Conflicting Flows Potential capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 0.94 0.94 Movement Capacity Probability of Queue free St. 1.00 1.00 Step 4: LT frim Minor St. 7 10 conflicting Flows 867 Potential capacity 323 Pedestrian Impedance Factor 1.00 1.00 Mai . L, Min T Impedance factor 0.94 Maj . L, Min T Adj . Imp Factor. 0.96 ' Cap. Adj . factor due to Impeding mvmnt • 0.95 0.85 Movement Capacity 308 Worksheet 7-Colmputation of the Effect of Two-stage Gap Acceptance Step 3: TH -FrainMinor St. 8 11 Part 1 - First Stage - - conflicting Flows Potential Capacity , Pedestrian Impiedance Factor Cap. Adj . factor due to Impeding mvmnt - Movement Capacity Probability of Queue free St. Part 2 - second stage - conflicting Flows Potential Capacity -_ - - Page 5 89 2008 PM with Proj-Vac-SD 11 Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt • Movement Capacity Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 0.94 0.94 Movement Capacity Result for 2 stage process: a y C t Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage 867 Conflicting Flows 867 Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Mal . L, Min T Impedance factor 0.94 Maj . L, Min T Adj . Imp Factor. 0.96 Cap. Adj . factor due to Impeding mvmnt 0.959 0.85 Movement Capacity Results for Two-stage process: a • y t 308 Worksheet 8-Shared Lane Calculations • Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 54 68 Movement Capacity (vph) 308 608 Shared Lane Capacity (vph) 425 worksheet 9-computation of Effect of Flared Minor Street Approaches Movement - 7 8 9 10 11 12 L T R L T R Page 6., 90 2008 PM With Proj-vac-SD 11 C sep 308 608 Delay voluye 54 68 �1 ll rIR Q Sep � �Q sep +1 round (Qsep .+1) ,) n max C sh 425 SUM C sep n C act Worksheet 10-Delay, Queue Length, and Level of service Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 51 122 C(m) (vph) 1072 425 v/c 0.05 0.29 95% queue length 0.15 1.17 Control Delay 8.5 16.8 LOS A C Approach Delay 16.8 Approach LOS C worksheet 11 shared Major LT Impedance and Delay Movement 2 Movement 5 P(o�) 1.00 0.95 v(i ) , volume for stream 2 or 5 313 v(i2) , volume for stream 3 or 6 0 s(il) , saturation flow rate for stream 2 or 5 1700 s(i2) , Saturation flow rate for stream 3 or 6 1700 P*(oj) 0.94 d(M,LT) , Delay for stream 1 or 4 8.5 N, Number oflmajor street through lanes 1 d(rank,l) Delay for stream 2 or 5 0.5 Page 7 . 91 2008 PM with Proj-Vac-SD 20 47PHcs2000: unsignalized Intersections Release 4.1b � r , Will„• TWO-WAY STOP CONTROL SUMMARYI ' Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection; S. 4th St. & Morris Ave. S. Jurisdiction: Renton Units: U. S. Customary Analysis Year: 2008 Project ID: School PM Peak Hour w/ Parish Exp. , wW Vac. , Other Dev. East/West Street: S. 4th St. North/south Street: Morris Ave. s. Intersection Orientation: EW study period (hrs) : 0.25 vehicle volumes and Adjustments Major Street; Approach Eastbound westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 33 221 18 19 275 34 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 36 245 20 21 305 37 Percent Heavy vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R 1 L T R volume 13 3 12 46 5 32 Peak Hour Factor, PHF 0.90 0.90 0.50 0.90 0_.90 0.90 Hourly Flow Rate, HFR 14 3 24 51 5 35 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Median storage Flared Approach: Exists? No No Storage • RT Channelized? 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 17 8 9 I 10 11 12 Lane Config LTR LTR 1 LTR 1 LTR ' ✓ (vph) 36 21 41 91 C(m) (vph) 1217 1299 487 412 v/c 0.03 0.02 0.08 0.22 95% queue length 0.09 0.05 0.27 0.83 Control Delay 8.0 7.8 13.1 16.2 LOS A A B C Approach Delay 13.1 16.2 Approach LOS B C Page 1 • • 93 2008 PM With Proj-Vac-SD 20 HCs2000: Unsignalized Intersections Release 4.1b Phone: Fax: E-Mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: RMH Agency/Co. : Date Performed: 07/13/2002 Analysis Time Period: 2:45-3:45 PM Intersection: S. 4th St. & Morris Ave. S. Jurisdiction: Renton Units: U. S. Customary Analysis Year: 2008 Project ID: . school PM Peak Hour w/ Parish Exp. , WW Vac. , Other Dev. East/West Street: S. 4th St. North/South Street: Morris Ave. S. Intersection Orientation: EW Study period (hrs) : 0.25 vehicle volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 33 221 18 19 275 34 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Peak-15 Minute volume 9 61 5 5 76 9 Hourly Flow Rate, HFR 36 245 20 21 305 37 Percent Heavy vehicles 2 -- -- 2 -- -- Median Type undivided RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R volume 13 3 12 46 5 32 Peak Hour Factor, PHF 0.90 0.90 0.50 0.90 0.90 0.90 Peak-15 Minute volume 4 1 6 13 1 9 Hourly Flow Rate, HFR 14 3 24 51 5 35 Percent Heavy vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 . 0 1 0 Configuration LTR LTR Pedestrian volumes and Adjustments Movements 13 14 - 15 16 Page 2 II 94 • 2008 PM with Proj-Vac-SD 20 Al n a Flow (ped/hr) 0 0 0 0 WJI ° Lane Width (ft) 12.0 12.0 12.0 . 12.0 9 r ), ,,, Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 ��� � j Percent Bloc{(age 0 0 0 0 ) Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left-Turn Through S5 Left-Turn Through Worksheet 3-4ata for Computing Effect of Delay to Major street Vehicles Movement 2 Movement 5 Shared ln volume, major th vehicles: 245 305 Shared ln volume, major rt vehicles: 20 37 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 ' 1700 Number of major street through lanes: 1 1 I Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 2 2 2 2 2 2 2 2 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 - t(3,1t) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c), 1-stlage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2-stlage Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L • L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 ---- t(f,HV) 0.90 0.90 0.90 0.90 . 0.90 0.90 0.90 0.90 P(HV) 2 2 2 2 2 2 2 2 t(f) 2.2 2.2. 3.5 4.0 3.3 3.5 4.0 .3.3 Worksheet 5-Effect of upstream Signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) . V(l ,prot) V(t) V(l ,prot) V prog Page 3 95 2008 PM With Proj-Vac-So 20 Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(q1) g(q2) 9(q) computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 v(t) v(l ,prot) V(t) v(1,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, v(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) 0.000 p(5) 0.000 p(dom) p(subo) constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor single-stage Two-Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) P(7) p(8) P(9) p(10) p(11) p(12) computation 4 and 5 single-stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 342 265 713• 711 255 706 703 324 s Px - V c,u,x C r,x C plat,x Two-Stage Process 7 8 10 11 stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 _„ Page 4 ,96 2008 PM With Proj-vac-So 20 v(c,x) s 1700 1700 1700 1700 P(x) v(c,u,x) 10fr 49rft. C(r,x) `Jr/ a C(plat,x) � ' ' `, Worksheet 6-Impedance and Capacity Equations Step 1: RT -Flom Minor St. 9 12 Conflicting Flows 255 324 Potential Capacity 784 717 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 784 717 Probability of Queue free St. 0.97 0.95 Step 2: LT from Major St. 4 1 Conflicting Flows 265 342 Potential Capacity 1299 1217 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1299 1217 Probability of Queue free st. 0.98 0.97 Maj L-Shared Prob Q free st. 0.98 0.96 Step 3: TH frjom Minor St. 8 11 Conflicting lows 711 703 Potential Capacity 358 362 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . faOtor due to Impeding mvmnt 0.95 0.95 Movement Capacity 338 342 Probability olf Queue free St. 0.99 0.99 Step 4: LT from Minor St. 7 10 Conflicting Flows 713 706 Potential Capacity 347 351 Pedestrian Impedance Factor 1.00 1.00 Mal . L, Min 11 Impedance factor 0.93 0.94 Maj .. L, Min T Adj . Imp Factor. 0.95 0.95 Cap. Adj . factor due to Impeding mvmnt 0.90 0.92 Movement Capacity 313. .324 Worksheet 7-ClPmputation of the Effect of Two-stage Gap Acceptance Step 3: TH frim Minor St. 8 11 Part 1 - First Stage - Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage . Conflicting Flows Potential Capacity -- - Page 5 . 97 . 2008 PM With Proj-Vac-SD 20 ' Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - single stage Conflicting Flows 711 703 Potential Capacity 358 362 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 0.95 0.95 Movement Capacity 338 342 Result for 2 stage process: a y t 338 342 Probability of Queue free St. 0.99 0.99 Step 4: LT from Minor St. 7 10 Part 1 - First stage conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity • Part 3 - Single Stage Conflicting Flows 713 706 Potential capacity 347 351 Pedestrian Impedance Factor 1.00 1.00 Maj . L, Min T Impedance factor 0.93 0.94 Maj . L, Min T Adj . Imp Factor. 0.95 0.95 Cap. Adj . factor due to Impeding mvmnt 0.90 0.92 Movement Capacity 313 324 Results for Two-stage process: a y t 313 324 worksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 14 3 24 51 5 35 Movement capacity (vph) 313 338 784 324 342 717 Shared Lane Capacity (vph) 487 412 worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R • L T R Page 6 98 2008 PM With Proj-Vac-SD 20 C sep 313 338 784 324 342 717 volume 14 3 24 51 5 35 Delay Q sep T Q sep +1 ifrii round (Qsep +1) /"•110Fi n max �`��' D C sh 487 412 SUM C sep n C act worksheet l0-Delay, Queue Length, and Level of service Movement 1 4 7 8 9 ' 10 11 12 Lane Config LTR LTR LTR LTR v (vph) 36 21 41 91 c(m) (vph) 1217 1299 487 412 v/c 0.03 0.02 0.08 0.22 95% queue length 0.09 0.05 0.27 0.83 control Delay 8.0 7.8 13.1 16.2 LOS A A B C Approach Delay 13.1 16.2 Approach LOS B C worksheet 11-shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) 0.97 0.98 v(il) , Volume for stream 2 or 5 245 305 v(i2) , Volume for stream 3 or 6 20 37 s(il) , Saturation flow rate for stream 2 or 5 1700 1700 s(i2) , saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 0.96 0.98 d(M,LT) , Delay for stream 1 or 4 8.0 7.8 N, Number ofl major street through lanes 1 1 d(rank,1) Delay for stream 2 or 5 0.3 0.2 Page 7 99 „,..„.1 ( i I i •”" I I I ,f1 . 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I-7 Center Downtown• CP> Publicly owned R-8 I Residential 8 du/ac Eal Center Office Residential —r_Renton City Limits Ell Manufactured Homes COMMRRCAII, _ Adjacent City Limits IR-10I Residential 10 du/ac I CA I Commercial Arterial• ..Book Pages Boundary I R-14 I Residential 14 du/ac 1---1 Commercial Office• KROLL I RM-I I Residential Multi-Family mull I CC I Convenience Commercial Ism-NI Residential Multi-Family Neighborhood Center INDVSTRIAI PAGE# PAGE IRM-C I Residential Multi-Family Suburban Center I—I Industrial - Heavy eE- INDEX IRn-uI Residential Multi-Family Urban Center* I fM I Industrial - Medium I IL I Industrial - Light •n N xH / / _....._..ten— �. 00 / / (i_ '-- C O O Shattuck Ave Si ; _� I It : 1 1 ' i r 7 /1/ Shattuck dve 1 r- , ___,, : , ii / ! I 1 73 __. A li I f ' 1i N r 1 i / o��N Horris v ' r.—T —11 13 11 ^', N j ' j i / t �_ �2 �Ir�qMl��'l M /"..' 13).•11 'ep o an e Av S l.o•an j / I I L 11 r I • �. i > C°9an . 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Park Ave N • I i ,v., y ��4 \ I ii iii g 0 .L._, Zi 4,7. 11--!. 1 7 •):- 1 q•io % ! i 1 j I j i .4.9 1 y .rokri,AveN 1 7 ry'"_ • I—i i t 1, i i i i i i , t 1 , , ,i, , ri—• r \; R' s , MICROFILMED Architecuture&Planning 1 -— -— - —--—--— -ONRlHtroEJ�ANDALLEYWIDTHBYb40NI0 —- I - ---- - --- -- �� — 1FBRPROPHiIYTOPROVI)EA2TQFIN6HFDAl1EN 1 St. Anthony Parish Master Plan I REMON WA9T55 �� -� - WIDTH - -- 19336 47th Avenue N.E. � �OWE J I I Se the WA 98155 a -- .: egi 1T_ r— f P:(206)440-0330 ::, I I I I F:(206)362,4381 — S _ : f I Project No. E0010 iEOSIWO ill .----/- r t I __ - I ---- --- Drawn by MDS/AJH 1 ' — ;" 1 al --i 1 Date: 12/12/2000 }X. I r > I ii 11 i .11 11' 1T ii -�.11 • ll. t, bs• • -,E • 11* e>Z 3DEU4tei� NOM 61 CMS) � - ----- liElANf I _ _ Tr 1 i ` I I II 1a 13a4®DLL ,' ' 51�® . Y@ k *� `"- diet. r I t ly I I 'I I I' i ��a3®®��all ': a�x+ 4,� e® �iA �� �4� s��er. I r I 1 I girl zr s r ss 6 ate - <s 7 . a^�:T'91R ) • • ; . •s i -1 .. Q2'3.- r..M . 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KOCZARSK j rma,alA ,� Drawn hir: Dr>Je •'7/3i/ (206)9624081 FAX North smrlia I C -1 �;�-- -- rr__________ ___. - 1 � - ----- --_ ------- -- r11 1 (T-- 314 St. Anthony Parish Maste r Plan I Renton,tWA 98055t 1d,3:gaRr�y .. .::.. b. Y..§S x w wn<¢i:1..:,. 9$Rb. - 3I.L3 22.3&TIT w.nFY:fi , EXISTING ALLEY 20'R.O.W. ON APROV 1!'(°rWHiTWORTH ROW VACATION. k1 R TO ADJUST PROPERTY G4- ,. :, A. 333 >5 v., &< ? LINE 4'-0'TO THE SOUTH TO WIDEN EXISTING ALLEY TO 24-0"TOTAL WIDTH r'r'• 4 3e'e, twgb... /� _ -... _ __` SB9 37'2t''r oY 166'NEW CHAIN LINK FENCE • 71 ____.___--_--__ —__ _. Ua,z.,<...x o. •• V ■ I • • — E - a, n 323•R, 1 cx 2 3+J 333 F XISIIN:S R1S DNNCF �lo I R/�,;. Ab,fi': 4 r0&YMOVLD O . (� wTix: CAi!x PfK:k EXISTING PORTABLE CLASSROOMS - L�' '_ xS,b, 4. ( , z • L " . O 1I ( 9: .._ EXISTING BUSINESS• - O • _J PLAY AREA AND +1' ,,i 0 — PARKING FOR 50 L ws a,. • t•x R CARS R.xR, • O i1'i3ER 9 k � a+Y-0' 1 aa�—t - . .. } 16,0 16'o' j a�a' tag' 1 arrsc.iN t' �..y z _ A,R E - .t ��� n FBI ., -_ — ----._ 2. s 32.23 '. _- -. - 589-]8'09 E u¢wrVY 3T6.IT sR y0 Q F :;13k 0.3.a 9 _ PARKING FOR 29 r '- �"~ Rt... .2.8.. - . VEHICLE GATE TORE.• • RAISED NTkRSECTION 9 , d �vAGT®y FIRE LANE DURING SCHOOL \Y\ XF PARKING FOR COMPACT CARS 6 2 FIRE LANE FOR 19 CARS AND VANS s-0 sa s-0 ' y" .\• .b^ °`5 52 CARS EASING RESIDENCES O ALLEv -- • CES - ACCESSIBLE STALLS ;Aix� PHASE II PHASE I aP REMOVED- • oBEREMovED I� 7 2 Yz b. I I 0 %L. - - ts9. Q---E --E = , aea ,. Te'-0• a. I 11: +� Atemi,.- 'a " .> -F-- ! 7,...;. 1 1 I 1 * 7 .4'i �,: -�-_ �. O ._.__ P. ---•N89°38':42 W 1a008' .. �/ 1 I V J O 2 nN a 12 4-�e38e.Z£ '( - RELOCATE \ Tor ... R':Fx .FS b VE�� EXISTING /'� EXISTING FIRE ESCAPES FOR EXISTING MAIN PER UTILITY PLANS AND \ : : -0'y Vff j 3''arc. .E 2S.`..3' - v J �P SUNG SCHOOL PROVIDE2HRWALL REOUESTREIFSSFOFEASEMENT \ > �� VACATION BUSINESS BETWEEN STOPS AND NEW AT BUILDING LOCATION PHASE I `1 �� FIRE LANE _ k M J,e§., t �.. BUILDING• NEW GYMNASIUM _ - d n: F)Y• E , .. MAN FLOOR-33.37 \ __ r ..... -- NBR 38 6P W 120418 VI PHASE II 7 Sit + rot6 ACC �► "^;�^ Y O NEW SCHOOL �� � I � 1 m C - :._.._ FACILITY « _ .. i_ ' ,r" I y sanNG REMOVE UNUSED ' _ �, �� NMI I _ 0 W k EXISTING K-0 SCHOOL x ,,,Eva.?: 410 I .//� a as TraooR=ayes R <,�:...b Aaron 4 o Ifti MAN FUDOR=39.13' <':s••i !i! _� — • �t 1'? - MNN a00R.JS3T ,�.�„�- .ipte: .e...NV 'MIFF a`8 ' - UPPER FLOOR=46.84' I II O I hi¢ EXISTING RESIDENCE O ♦ ' ,' t.1.i,c,.z TO BE REMOVED •c<. ..ti133 di _ _ > tiRY R x PROPOSED EXISTING CHURCH c' O. / 1 .y .:bxt•:1"t t...t:ylli:: ...'/ I. 2: - V ltON T'•' >. & ____ CO'- (y< MAIN FLOOR=33.37' 1 :...;;V. ROW N Pq:•`1,<:'y 1.br1., ,.x,d -V COURT __'�' •:..:,<:': 1 Y I.N` -�L b:.t•).Y.CAM xb,Rr $11 .. PHA�E ....:::. C♦'� .. \'� i All 0 F IINC �_... PHASE I 'BIGT♦ . NEW PARISH OFFICES' I I 6 RHO AY . GARDEN J, NEW SOCIAL HALL., ° oM to ' a , .. r: rz €♦ 't3` - MAIN FLOOR=33.3T { Es ,e� �• �r. r. EXISTING PARISH MINISTRY O �� n r s .'... CENTER >,' • EXISTING K-8 SCHOOL Oj I + ..�, ��r w, MUT FLOOR=18.25' '�^"" , hyx4 xr;1:x ,:e....11,ii, LOBBY FLOOR-31.70' • :'� V,:,;, >... v I ..M" deg• •• MAIN FLOOR-37.30' '^ .._. L EXISTING RECTORY I E t.❑ ■. '7,L 0 13031 .. UPPER FLOOR=4684' 2cgTO BE REMOVED �' �►�IMwed 1 ( d �� ql�n►. ►�, 2 Ro .. I �_ r _ t .,,� > ...,. . �L.,-TT. rr . : ?' ,,,drat: I jr NEw CNANUM= • • STAFF o -': S•,•IE `- . , /�`t���L'�� ExLS>:_i ALK L=nj �'R,�+ MDs V=55°26'J4' a EGRESS GATE ^ t S t I `.•- - ®C� r� .7o1H v.6 a B/-a607 NRI1ar :;:Y s, 8 PARKING dl� �1� /I '. .. �SIGIB.P. a., / R,,.b n DO 3916 Y661 , 1Aj11�/1t I �, F _-rS E appoi IDEWALK `�~ } �• ���� fi: - :R �` 'd: _. APPROX.LOCAPON OF \ 1p•:r .... .... .... .. .__.... .. ._._.. CC F. •": :"b DOSTING ELECTRICAL MOP �® ...._ tt 3: - -'m •m - 'RECORDNG TF� -`\ wxi r .. ,.py% :_ - - +rjt;`r?s1" a?R 9 x?< �x • S'iJY:- rE -: ........ d elm . a ✓ NUMBER:9408160776----_.. _.1: ^.:':'...< n / U • I South Street eel _ •. ':v RYi:2 8 kt Y}�i:nt HA:sih... s ry A,t : SPxlax' PYG:..t.bC Q .:: 60' R.O.W. ¢ .->R n < ,.y >r.q,:y:d t'S^,G:P.''<R.!1F Few .i <_ .tRC.£2>.33.3 ..: o�� t"^w 16.^it RB..b x„ b C : • b < 6`!.SA: )A x'a - d Phi:J 8^. 8 v 8 .: 1 'd t<vx < - :1 8 GW..^23 Y2M Rr' :tA •b s /.e 1 `/ I 4 Will/ fYJlI site p Ian A' .>ii 0 ,0 2,, 30 40' WQ t 1/14,..4:II. . N�s.w SEE DRAWINGS) , • DAP\ c -o" (.y ) /117/CR. L MED ST. ANTHONY MASTER PLAN TRAFFIC IMPACT ANALYSIS Prepared for ARCHDIOCESE OF SEATTLE Property & Construction Services 910 Marion St. Seattle, WA 98104 November 21, 2000 Transportation Planning & Engineering , Inc . 2223 - 112th Avenue N.E., Suite 101 Bellevue,Washington 98004-2952 Telephone: (425) 455-5320 Facsimile: (425) 453-5759 ST. ANTHONY MASTER PLAN TRAFFIC IMPACT ANALYSIS Prepared for ARCHDIOCESE OF SEATTLE Property & Construction Services 910 Marion St. Seattle, WA 98104 Prepared by TRANSPORTATION PLANNING & ENGINEERING, INC. 2223 - 112th Ave. N.E., Suite 101 Bellevue, Washington 98004 Telephone - (425) 455-5320 Fax - (425) 453-5759 November 21, 2000 martin 6tti4oF wAsh1 Pe. Ago �Q BTE (4, SSiONALO I I-z1-Oo 'EXPIRES: 1-31-0/ I 11 TRANSPORTATION PLANNING & ENGINEERING, INC. 2223-112'AVENUE N.E.,SUITE 101 -BELLEVUE,WASHINGTON 98004-2952 - fOR H.BISHOP,P.E.President TELEPHONE(425)455-5320 ID H.EWER,P.E.Vice President FACSIMILE(425)453-5759 November 21, 2000 Mr. Edward J. Foster Director of Property and Construction Services ARCHDIOCESE OF SEATTLE 910 Marion St. Seattle, WA 98104 Re: St. Anthony Master Plan Traffic Impact Analysis Dear Mr. Foster: We are pleased to present this traffic impact analysis for the proposed St. Anthony Master Plan, a redevelopment plan to modernize an existing school and provide connection within the parish campus which is currently segregated by public streets. The project site is located within the area bounded by S. 3rd St., S. 4th St., Shattuck Ave. S. and Morris Ave. S. in the City of Renton. A key part of the proposed master plan is the partial vacation of a City street known as Whitworth Ave. South. This analysis evaluates traffic conditions with and without the proposed street vacation. Our findings show that significant public benefit is anticipated with the vacation in terms of traffic operations, traffic safety and neighborhood,parking. The conclusions and recommendations of this analysis begin on page 14 of this report. If you have any questions, please call me at (425) 455-5320. Very truly yours, TRANSPORTATION PLANNING & ENGINEERING, INC. V,4141 14tA-vPuf4A, Robert M. Herman, P.E., P.T.O.E. RMH/sv Associate IIBob hermanlbobs clProjects1R0684001R068400rpt.doc TABLE OF CONTENTS INTRODUCTION 1 EXISTING.PHYSICAL CONDITIONS 1 Project Site 1 Vehicular Site Access 2 Transportation Demand Management 2 Street Facilities 2 PROJECT' DESCRIPTION 3 Project Site 4 Vehicular Site Access 4 EXISTING.TRAFFIC VOLUMES 5 Traffic Volumes 5 Level of Service Analysis 6 Vehicle Queuing 6 Parking 7 Pedestrians 7 Accident History 8 FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT 8 , Traffic Volumes 8 Level of Service 8 • Vehicle Queuing 9 TRIP GENERATION AND DISTRIBUTIION 9 FUTURE TRAFFIC CONDITIONS WITH THE PROJECT 9 Traffic Volumes 9 Level of Service 10 Vehicle Queuing 10 Parking 11 Pedestrians 12 PROPOSED VACATION OF WHITWORTH AVENUE SOUTH 12 Benefits 12 Disadvantages 13 TRAFFIC IMPACT MITIGATION REQUIREMENTS 14 CONCLUSIONS AND RECOMMENDATIONS 14 LIST OF TABLES AND FIGURES TABLE 1 INTERSECTION LEVEL OF SERVICE SUMMARY TABLE 2 , TRAFFIC ACCIDENT HISTORY (10/1/97-9/30/00) FIGURE 1 VICINITY MAP FIGURE 2 i PARCEL MAP FIGURE 3 ; SITE PLAN - EXISTING CONDITIONS FIGURE 4 EXISTING TRAFFIC CONDITIONS FIGURE 5 SITE PLAN - PROPOSED CONDITIONS FIGURE 6 PROPOSED TRAFFIC CONDITIONS FIGURE 7 ' 2000 (EXISTING) AM SCHOOL PEAK HOUR TRAFFIC VOLUMES FIGURE 8 2000 (EXISTING) PM SCHOOL PEAK HOUR TRAFFIC VOLUMES FIGURE 9 2000 (EXISTING) AM SCHOOL PEAK HOUR QUEUES FIGURE 10 2000 (EXISTING) PM SCHOOL PEAK HOUR QUEUES FIGURE 11 2003 AM SCHOOL PEAK HOUR TRAFFIC VOLUMES WITHOUT ' PROJECT FIGURE 12 2003 PM SCHOOL PEAK HOUR TRAFFIC VOLUMES WITHOUT PROJECT FIGURE 13 2003 AM SCHOOL PEAK HOUR QUEUES WITHOUT PROJECT FIGURE 14 2003 PM SCHOOL PEAK HOUR QUEUES WITHOUT PROJECT FIGURE 15 2003 AM SCHOOL PEAK HOUR TRAFFIC VOLUMES WITH PROJECT FIGURE 16 2003 PM SCHOOL PEAK HOUR TRAFFIC VOLUMES WITH PROJECT FIGURE 17 2003 AM SCHOOL PEAK HOUR QUEUES WITH PROJECT FIGURE 18 2003 PM SCHOOL PEAK HOUR QUEUES WITH PROJECT • INTRODUCTION The scope of this analysis is based on a pre-application meeting with the City of Renton held on October 5, 2000 and a follow up letter from Mr. Bob Mahn of the City to TP&E, dated October 11, 2000, which outlines the City's requirements for the traffic impact analysis. The City's letter is attached in the appendix to this report. A brief summary of the City's requirements is listed below: • Project description • Analysis of AM and PM school peak hour existing and future conditions with and without,the project at the following intersections: Shattuck Ave. S./S. 4th St. Shattuck Ave. S./S. 3rd St. Whitworth Ave. S./S. 4th St. Whitworth Ave. S./S. 3rd St. Morris Ave. S./S. 4th St. Morris Ave. S./S. 3rd St. All vehicular access for the project site • All traffic volume data used for the analysis shall be 1998 or newer • Trip generation and distribution of existing and future St. Anthony operations • The horizon year for future conditions shall be when Master Plan Phases I and II are fully implemented and operating • A 2% annually compounded traffic volume growth rate shall be used to forecast existing traffic volumes to horizon year levels EXISTING PHYSICAL CONDITIONS Protect Site , L Figure 1 is a vicinity map showing the location of the project site and the surrounding street network. Figure 2 shows a parcel map of the local streets and properties in the vicinity of the project site. Properties currently owned by the Archdiocese of Seattle are shown with a bold border. All of these properties are currently developed with school or church related buildings or single family residences which are being rented to others by the Archdiocese. 'Figure 3 is a detail of these properties showing the various buildings, their current use and if they will be removed or remain as part of the master plan. Buildings shown with dashed lines will be removed. The existing St. Anthony parish facilities are spread out over a three block area. The main school building and two portables are located on the west side of the project site adjacent to Shattuck Ave. South. The parish administration building, located on the Transportation Planning&Engineering, Inc. Page 1 northwest corner of the Whitworth Ave. S./S. 4th St. intersection, is separated from the school building by a recently vacated alley. North of the administration building is a house and paved parking lot used for student drop off and pick up. The church and associated rectory are located across Whitworth Ave. S. from the school site and front on S. 4th Street. The church has a small, paved parking lot located north of the rectory. The combined'social hall and gymnasium building are located diagonally from the church on the 'southeast corner of the Morris Ave. S./S. 4th St. intersection. Vehicular Site Access Vehicular access to the school site is provided by an enter-only driveway on Whitworth Ave,. S. and an exit-only driveway onto the east-west alley bordering the north side of the project site. The alley provides a connection to either Shattuck Ave. S. or Whitworth Ave. S. and provides access to the back side of commercial businesses fronting on S. 3rd Street. One of these businesses, also fronting on Shattuck Ave. S., has a parking area off of the alley which is set up with angle parking for one-way eastbound circulation. An existing access onto S. 4th St. between the school and administration ibuildings (recently vacated alley) is not used during peak periods. Another existing access onto Shattuck Ave. S. opposite S. 3rd Pl. is used only for emergency vehicles. Vehicular access to the church site is provided by an enter-only driveway on Whitworth Ave. S. and a north-south alley located between the rectory and the church _ which is proposed to be vacated as part of the master plan. Two accesses are provided to the social hall/gymnasium, one onto S. 4th St. and one onto Morris Ave. South. Transportation) Demand Management St. Anthony has an active carpool program coordinated by a volunteer parent. The program is informal with no written policy or procedures. Currently, it is estimated that approximately 37% of all students are involved in a carpool. No students use transit to or from school, but one student rides a bicycle. Street Facilities Figure 4 shows existing traffic control, number of street lanes, number of approach lanes at intersections, and other pertinent information for the existing street network in the study area. The study area is part of the downtown street grid system and is bounded by the superblock bordered by Shattuck Ave. S. to the west, Morris Ave. S. to the east, S. 3rd St. to the north and S. 4th St. to the south. Bisecting the superblock in a north-south direction is Whitworth Ave. South. An alley located about 120 feet south of S. 3rd St. provides east-west circulation within the superblock. South 3rd St. is also known as State Route 900. It is the one-way eastbound Transportation Planning&Engineering,Inc. Page 2 portion of a downtown couplet with S. 2nd St., the complementary one-way westbound portion of the couplet. Whitworth Ave. S. and Morris Ave. S. dead end south of S. 4th St. where the railroad tracks serving the Spirit of Washington dinner train rise above the adjacent street grade and prevent crossing. South of S. 4th St., Whitworth Ave. S. provides access to fifteen to twenty individual properties, and Morris Ave. S. provides access to five to ten properties, including the existing St. Anthony.social hall/gymnasium. Most of the properties located on these dead ends are single family residences. Some of the properties fronting S. 4th St. have been converted to, professional offices. All streets in the study area are generally two lane streets and have a speed limit of 25 MPH, except S. 3rd Pl. which is a three lane street with two eastbound lanes and one westbound lane. Other exceptions include the northbound and westbound approaches to the Shattuck Ave. S./S. 4th St. intersection which are channelized to provide two approach lanes, and the northbound approach to the Shattuck Ave. S./S. 3rd St. intersection which is not channelized for two approach lanes, but is wide and is used as if two approach lanes existed. The alleys in the study area are narrow, providing for only one direction of vehicular travel at a time in some areas, especially;at the alley access points. The City allows on-street parallel parking with various time limitations on S. 3rd St., S. 4th St., Whitworth Ave. S. and Morris Ave. South. No on-street parking is allowed on S. 4th St. along the church or school frontage, or on any section of Shattuck Ave. South. The City of Renton classifies the pertinent streets as follows: S. Sd St. (SR 900) principal arterial S. 4th St. minor arterial Shattuck Ave. S. collector arterial Whitworth Ave. S. collector arterial Morris Ave. S. collector arterial PROJECT DESCRIPTION St. Anthony is a parochial school with 525 students currently enrolled in kindergarten through eighth grade. The existing building space is inadequate and substandard. 'The location of the existing church and gymnasium with respect to the school is inefficient and prompts pedestrian safety concerns. The proposed master plan would bring the school in line with current standards and consolidate the parish campus. However, the plan will not increase the student capacity of the school. It will only provide the proper sized classrooms and supporting spaces that the school has managed without for decades. Transportation Planning&Engineering, Inc. Page 3 _, Project Site Figure 5 shows a preliminary master site plan prepared by Rutledge Maul Architects, dated July 17, 2000. The plan is proposed in four phases. Phase I would construct a new gymnasium and social hall between the existing school and church buildings. Phase II would construct new classroom facilities and play court west of the new gymnasium. In conjunction with Phases I and II, several buildings would be removed and new off-street parking would be provided in the north-central area of the project site. Phase III would construct an expansion of the church to facilitate pedestrian entry from the west. Phase IV would remodel the existing school building, replace the existing portables with parking, and replace the existing social hall/gymnasium with a parking lot for church use. Only Phases I and It are being contemplated at this time and are planned to be built and occupied by 2003. Therefore, 2003 is used as the horizon year for this analysis. A fundamental requirement for the plan as a whole is the proposed vacation of the portion of Whitworth Ave. S. from S. 4 h St. to about 270 feet north of S. 4th Street. This will allow the project site to be joined together into a contiguous campus, and maximize the amount of off-street parking which can be provided on-site. The feasibility of this vacation is the primary focus of this traffic impact analysis. Vehicular Site'Access Figure 6 shows the proposed 2003 traffic conditions for the study area. Vehicle access to the project site is proposed onto Whitworth Ave. S., the northern alley and Morris Ave. S. via a new access street along the north side of the church. In its current configuration, the new access street would be too narrow for travel in both directions. However, the Archdiocese is currently pursuing the purchase of the property immediately north of the church. This would easily provide enough street width for emergency vehicle access and allow bi-directional travel, possibly with additional parking. Two minor accesses are also proposed onto S. 4th St. for two separate staff parking lots containing five and six stalls each. One of these accesses would be aligned with the recently vacated north-south alley. The other access would be aligned with Whitworth Ave. South. The existing emergency vehicle access onto Shattuck Ave. S. would remain unchanged. The section of alley between Shattuck Ave. S. and Whitworth Ave. S. north of the school site'should be evaluated for potential widening and/or reconfiguration of angle parking which exists in the alley to serve the back side of businesses which front on S. 3`d Street. Transportation Planning&Engineering, Inc. Page 4 EXISTING TRAFFIC CONDITIONS • The City required that the traffic volume counts conducted for this analysis be done between 7:00AM and 9:00AM and between 2:30PM and 4:30PM. These time periods encompass the peak hours of traffic generated by the school. School begins at 8:25AM and ends at 3:00PM for all grades, except on Mondays when school ends at 2:00PM. There is no bus service to the school, so all students are either dropped off and picked up, or walk to and from school. Traffic Volumes Manual AM and PM two-hour traffic volume counts were conducted at the following intersections between the dates of October 12, 2000 and October 24, 2000 by the City of Renton and Traffic Count Consultants (TC2). Shattuck Ave. S./S. 4th St. City Shattuck Ave. S./S. 3rd Pl./alley TC2 Shattuck Ave. S./S. 3rd St. City Whitworth Ave. S./S. 4th St TC2 Whitworth Ave. S./school & church entries TC2 Whitworth Ave. S./alley TC2 Whitworth Ave. S./S. 3rd St. TC2 Morris Ave. S./S. 4th St. TC2 Morris Ave. S./S. 3rd St. City Figure 7 shows 2000 AM school peak hour traffic volumes at the above intersections. The predominant AM school peak hour was 7:45AM to 8:45AM. Figure 8 shows 2000 PM school peak hour traffic volumes at the above intersections. The predominant PM school peak hour was 2:45PM to 3:45PM. Within each of these peak hours is a period of only about fifteen minutes when school traffic is especially heavy. This occurs around 8:25 AM when school begins and around 3:00 when school ends. The traffic volumes shown have been conservatively balanced between intersections for consistency. The raw count data and summary sheets are attached in the appendix. It is important to note that the school peak hour traffic volumes on Whitworth Ave. S. are almost exclusively related to school operations. This is demonstrated by the low number of through trips on Whitworth Ave. S. between S. 3rd St. and S. 4th Street. Even the small number of the northbound and southbound through trips shown at the school driveway are mostly drop offs or pick ups from on-street parking spaces on Whitworth Ave. S. or recirculation to S. 4th St. from the northern alley. It appears that a low number of non-school related through trips are occurring on Whitworth Ave. S. within the study area during the PM school peak hour. Through trips on Whitworth Ave. S. to and from the dead end section south of S. 4th St. are limited to only one trip in each of the AM and PM school peak-hours. Even Transportation Planning&Engineering,Inc. Page 5 these trips could be school related trips with parents parking on the dead end and walking their children onto the school site. Level of Service Analysis Level of service (LOS) is a qualitative measure describing operational conditions within a traffic flow, and the perception of these conditions by drivers or passengers. These conditions include factors such as speed, delay, travel time, freedom to maneuver, traffic interruptions, comfort, convenience, and safety. Levels of service are given letter designations, from A to F, with LOS A representing the best operating conditions (free flow, little delay) and LOS F the worst (congestion, long delays). Generally, LOS A and B are high, LOS C and D are moderate, and LOS E and F are low. Table 1. shows calculated AM and PM school peak hour LOS for 2000 (existing) conditions at the pertinent intersections. The LOS were calculated using the procedures in the Transportation Research Board Highway Capacity Manual - Special Report 209, 1994, updated in 1997. The Highway Capacity Software was used for the analysis. The,1997 HCM update revised the level of service thresholds at intersections and changed the level of service criteria to average control delay. The LOS and corresponding average control delay in seconds are as follows: TYPE OF , A B C D E F INTERSECTION Signalized < 10 > 10 and < 20 >20 and < 35 > 35 and < 55 > 55 and < 80 >80 9 Stop Sign Control < 10 > 10 and < 15 >15 and < 25 > 25 and < 35 > 35 and < 50 >50 For signalized and all-way stop intersections the LOS is based on the control delay for the intersection as a whole. For one or two-way stop sign controlled intersections, the LOS is based on the control delay for the worst case traffic approach to the intersection. All of the pertinent intersections in the study area currently operate at LOS C or better during the AM and PM school peak hours, except the southbound approach to the unsignalized intersection of Whitworth Ave. S./S. 3rd St. which operates at LOS E during the PM'school peak hour. The approach is low volume with only 59 total vehicles during the PM school peak hour, including only eleven left turning vehicles. The LOS calculation sheets are attached in the appendix. Vehicle Queuing A vehicle queue is a line of waiting vehicles such as at a stop sign or traffic Transportation Planning&Engineering, Inc. Page 6 signal controlled intersection. In order to evaluate vehicle queuing and traffic operations in general, the software program SYNCHRO and its companion program SIMTRAFFIC;were used. Once all traffic data is input into SYNCHRO, an animated simulation can be created using SIMTRAFFIC. Vehicle queuing results for signalized - and stop sign controlled intersections can be produced. Figure shows vehicle queuing for 2000 AM school peak hour conditions within the study area. Figure 10 shows vehicle queuing for 2000 PM school peak hour conditions. The figures show the average and maximum queues observed during the simulation as,well as the 95th percentile queue which is the queue that 95% of all queues during that hour will be equal to or shorter. The simulated queues show no blocking problems or excessive queues. In reality, one queuing problem does occur during the AM and PM school peak hours on Whitworth Ave. S. between S. 4th St. and the school entry driveway. The friction experienced at the school driveway causes vehicles to queue up north and south of the school driveway on Whitworth Ave. South. The queue to the south backs up to, and onto, S. 4th St. creating a potential safety issue on S. 4th Street. The simulator was not set up to model the friction at the school driveway, so the queues shown on the figures do not extend to S. 4th Street. Parking During the PM school peak hour, the on-street parking on Whitworth Ave. S. and S. 4th St. is at capacity. During church masses on weekends or when events are scheduled at the social hall, the same is true with Morris Ave. S. at capacity as well. These school;and church parking demands significantly impact the parking capacity for local residential and business on-street parking. Pedestrians All of the pertinent streets have curb, gutter and sidewalk on both sides of the street with the, exception of the alleys. Several times each day teachers must walk full classes of students (twenty to thirty students) to the church and/or gymnasium for school activities. To get to the church, the students must cross Whitworth Ave. South. There is a marked crosswalk on the north leg of the Whitworth Ave. S./S. 4th St. intersection for the students to use. To get to the gymnasium, the students must cross Whitworth Ave. S., Morris Ave. S. and S. 4th Street. There are marked crosswalks on Morris Ave. S. and on S. 4th St. at Whitworth Ave. S. and Morris Ave. S. to facilitate these crossings. Pedestrian warning signage along S. 4th St. informs motorists of the crossing points. During school peak hours, some parents park off-site to pick up and drop off students. This is done mostly on Whitworth Ave. S. north and south of S. 4th St. and on Transportation Planning 8 Engineering,Inc. Page 7 S. 4th St. east rof Whitworth Ave. S., but some parents park in the K-Mart parking lot for this purpose. The result is numerous pedestrian crossings of the public streets surrounding the school site during the school peak hours. Other pedestrian use of the pedestrian facilities occurs in the vicinity of the project site due to the proximity of the residential and commercial land uses near the project site. Opposite the school building from Shattuck Ave. S. is the K-Mart store and further west across Rainer Ave. S. is the Fred Meyer retail center. To the north is Renton High School and to the north and east is the City downtown core. Accident History Table 2 is a three year summary of accident data for the study area from October 1, 1997 to September 30, 2000. The data, provided by the City, is presented by intersection because the vast majority of the accidents occurred at the intersections rather than on street segments between intersections. Also shown is the calculated accident rate expressed as the number of accidents per million vehicles entering the intersection. None of the accident rates are considered to be high and there were no fatalities. The raw accident data'sheets are attached in the appendix. FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT Traffic Volumes Figure 11 shows projected 2003 AM school peak hour traffic volumes without the project. Figure 12 shows projected 2003 PM school peak hour traffic volumes without the project. These volumes include the existing traffic volume counts plus background growth. As directed by the City, we used an annually compounded traffic volume growth factor of 2%. Because the growth factor was applied indiscriminately to all of the traffic volumes in the study area, including those related to the school, this analysis should be considered to be conservative because the traffic generated by the school is not expected increase with or without the project. Refer to the Trip Generation and Distribution section of this report. Level of Service All of the pertinent street intersections are expected to remain operating at LOS C or better, except the intersection of Whitworth Ave. S./S. 3rd St. which is expected to degrade to LOS F during the PM school peak hour in 2003 without the project. The intersection of Whitworth Ave. S./S. 4th St. is expected to degrade from LOS B to LOS C during the PM school peak hour. The remaining intersections' LOS are expected to remain to unchanged. Transportation Planning&Engineering, Inc. Page 8 Vehicle Queuing Figure 13 shows vehicle queuing for 2003 AM school peak hour conditions without the project. Figure 14 shows vehicle queuing for 2000 PM school peak hour conditions. The simulated queues are not significantly different than for 2000 school peak hour conditions with the exception of some queues on Shattuck Ave. S. during the PM school peak hour. TRIP GENERATION AND DISTRIBUTION • A vehicle trip is defined as a single or one direction vehicle movement with either the origin or destination (exiting or entering) inside the study site. Trip generation values account for all site trips made by all vehicles for all purposes, including drop off, pick up, staff, visitor, and service and delivery vehicle trips. Because the proposed master plan will not increase the student capacity, the trip generation of the existing'school operation is expected to remain unchanged under the proposed plan. The existing trip generation is difficult to accurately determine given the number of parents who drop off or pick up their children without entering or exiting the school site. The traffic volume counts which were conducted only definitively segregated out those trips which actually entered or exited the school site. The important factor for this analysis is that the traffic volume counts captured all trips at the pertinent intersections, whether school related or not. These are the trips using the existing street network and these are the trips which would be affected by the proposed Whitworth Ave. S. vacation. With the proposed vacation of a portion of Whitworth Ave. S., the traffic volumes shown on Figures 11 and 12 would have to redistribute to the remaining street network and the new parish campus accesses. The redistribution was prepared based on the existing traffic volumes and likely travel routes for each affected turning movement under the proposed street network. As an example, all westbound right turns at the Whitworth Ave. S./S. 4th St. intersection under 2003 without-project conditions were redistributed to the westbound right turn at the Morris Ave. S./S. 4th St. under 2003 with- project conditions. FUTURE TRAFFIC CONDITIONS WITH THE PROJECT Traffic Volumes Figure 15 shows projected 2003 AM school peak hour traffic volumes with the project. Figure 16 shows projected 2003 PM school peak hour traffic volumes with the project. These are the redistributed traffic volumes assuming the vacation of Whitworth Ave. South. Traffic volumes on Morris Ave. S. between S. 4 St. and the new campus Transportation Planning&Engineering,Inc. Page 9 access street are expected to increase substantially. North of the access street on Morris Ave. S.., a much smaller increase in traffic is expected as Whitworth Ave. S. would provide;)a more direct connection to the center of campus. Because of the low level of non-school traffic on Whitworth Ave. S. during the AM school peak hour, the impacts to Shattuck Ave. S. and Morris Ave. S. by the proposed vacation would be negligible. During the PM school peak hour, it is estimated that Morris Ave. S. would be the route of choice for those motorists who would otherwise have used Whitworth Ave. South. This is because the intersection of Morris Ave. S./S. 3rd St. operates at a better LOS than the intersection of Shattuck Ave. S./S. 3rd Street. Level of Service Under 2003 with-project conditions, including vacation of Whitworth Ave. S., most of the pertinent intersections are expected to remain operating at the same LOS 1 as without the project with small improvements in average control delay. Two intersections are expected to improve operationally as a result of the Whitworth Ave. S. vacation. The intersection of Whitworth Ave. S./S. 4th St. would improve (LOS!C to B, PM peak) due to the lack of competing vehicles on the north leg of the intersection after the vacation. The intersection of Whitworth Ave. S./S. 3rd St. is expected to improve (LOS F to D, PM peak) due to the redistribution of some non- school related through trips from Whitworth Ave. S. to Morris Ave. S. primarily and Shattuck Ave. S. secondarily. The intersection of Morris Ave. S./S. 4th St. is expected to degrade to LOS C during the AK school peak hour due to the redistribution of school trips to Morris Ave. South. Vehicle Queuing Figure 17 shows vehicle queuing for 2003 AM school peak hour conditions with the project. Figure 18 shows vehicle queuing for 2000 PM school peak hour conditions with the project. During the AM school peak hour, the queues are not significantly different from the without-project conditions. The same can be expected during the PM school peak hour, except with shorter southbound queues at the Shattuck Ave. S./S. 3rd St. intersection and with longer southbound queues at the Morris Ave. S./S. 3rd St. intersection. Some of this longer queue may be offset by adjusting the traffic signal timing for the Morris Ave. S./S. 3rd St. intersection if the proposed master plan is implemented. During the school peak hours, the simulated queues are showing a short Transportation Planning&Engineering, Inc. Page 10 duration blocking problem occurring at the Shattuck Ave. S./alley intersection due to the expected queue on the northbound approach to the Shattuck Ave. S./S. 3rd St. intersection. The simulator is estimating a queue spillover of only seventeen feet during the AM school peak hour and only one foot during the PM school peak hour. Furthermore, the duration of the spillover is negligible at only 1% of the AM peak hour and 2% of the PM peak hour. Motorists exiting the alley onto Shattuck Ave. S. may have to wait some additional time for the queue to clear. The queuing phenomenon discussed earlier in this report which is occurring at the existing Whitworth Ave. S./school entry intersection is not expected to carry over to the proposed Morris Ave. S./school access intersection. The existing queuing problem is related to friction experienced by drivers at the school driveway caused by competing northbound and southbound entering vehicles, the narrow width of the driveway, substantial pedestrian activity near the driveway and within the school site, and the lack of on-site parking or vehicle storage area. The new access street would be at least twenty feet wide to accommodate emergency vehicles. This would facilitate turning movements into and out of the new access at Morris Ave. South. The new access would have a long throat which could serve as vehicle storage while drivers find parking stalls within the site, if necessary. These factors, coupled with less pedestrian activity near Morris Ave. S., are expected to minimize the potential for queuing back to Morris Ave. South. In order to construct the proposed access street to Morris Ave. S., some on- street parking on the west side of Morris Ave. S. may have to be removed to facilitate turning movements into and out of the access and to maintain adequate lines of sight. Parking Phases I and II of the proposed master plan would construct two main parking lots. The western parking lot would be located on the southwest corner of the Whitworth Ave. S./alley intersection and could be accessed from the both Whitworth Ave. S. and the alley. Containing approximately 46 stalls, this lot would used for student drop off and pick up during the peak hours, but would be gated off during the school day for use as playground. The eastern parking lot would be located east of the Whitworth Ave. S. alignment and north of the proposed new access street connecting the campus to Morris Ave. South. Containing approximately 50 stalls, this lot would be available for parking at all times, and would be used for church parking as well as drop off and pick up parking. The parish has indicated a willingness to share these new parking lots with adjacent land uses during off-peak hours. The archdiocese is currently pursuing purchase of the commercial property north of the proposed eastern parking lot. If acquired, this property would likely be developed into additional campus parking. Transportation Planning&Engineering, Inc. Page 11 Pedestrians Students and staff would benefit from a contiguous parish campus where all parish facilities can be accessed without crossing public streets. The proposed master plan would substantially improve pedestrian safety in the study area. Even non-school related pedestrians would benefit from the removal of the public street crosswalk at Whitworth Ave. South. Pedestrians who now walk on Whitworth Ave. S. from S. 4th St. to S. 3rd St. or - beyond would not be able to walk along the same alignment with the proposed master plan. A large building is proposed on this alignment. However, an alternative would be available. Approximately 130 feet east of Whitworth Ave. S. would be a pedestrian walkway between the proposed social hall and existing church with a sidewalk connecting back to the Whitworth Ave. S. alignment to the west. All other pedestrian access within the study area would remain unchanged. PROPOSED VACATION OF WHITWORTH AVENUE SOUTH Benefits Our findings show that significant public benefit is anticipated with the partial vacation of Whitworth Ave. S. in terms of traffic operations, traffic safety and neighborhood parking as described below: 1. For decades, St. Anthony's students have been cramped into their existing school building space. The vacation would provide the physical space necessary to create a contiguous parish campus with facilities and spaces which are in line with current standards. 2. Bringing all of the parish facilities into one campus would eliminate the need for staff and students to cross public streets several times each day to get to class activities. This is a substantial pedestrian safety benefit, especially for the younger students. 3. The vacation would provide additional area for off-street parking. This is a benefit to the surrounding residential and commercial land uses who are impacted by the school operations, especially during the peak hours. The parish has indicated a willingness to share the proposed parking with adjacent uses during off-peak hours. Additionally, parents could more easily drop off and pick up students with the new parking areas. This would result in less off-site pedestrian activity, including pedestrian crossings of S. 4th St. and Shattuck Ave. South. 4. The vehicle queuing problem which occurs at the school driveway on Whitworth Ave. S. is a consistent issue during the AM and PM school peak Transportation Planning&Engineering,Inc. Page 12 hours. Vehicles consistently back up to, and onto, S. 4th St. which is a minor arterial. The proposed master plan, which depends upon the vacation of Whitworth Ave. S., is expected to eliminate this queuing problem by providing more off-street parking, a longer access throat and a wider driveway with less pedestrian activity. As the residential areas to the south of the project site redevelop into higher uses, the importance of S. 4th St. as a minor arterial will grow. Solving this problem queuing problem is a significant traffic safety benefit. 5. The property oners who live and work on the dead end of Whitworth Ave. S. south of S. 4th St. would benefit from an improved level of service at the Whitworth Ave. S./S. 4th St. intersection, especially during the school peak hours. 6. The southbound approach to the Whitworth Ave. S./S. 3rd St. intersection would benefit from a slightly lower traffic volume (more pronounced during the PM school peak hour), and subsequently, an improved level of service. 7. The level of service at all of the pertinent intersections would either remain unchanged or improve with the proposed vacation, except the intersection of Morris Ave. S./S. 4th St. which degrades from LOS B to C during the AM school peak hour. Disadvantages The following disadvantages could be expected with the proposed vacation of Whitworth Ave. South: 1. There would be a loss of convenience for trips to land uses just north or south of the proposed vacation near the Whitworth Ave. S. alignment. However, the affected property is limited because of the railroad tracks to the south and the amount of property already owned by the Archdiocese. The alternatives would be to use Morris Ave. S., Shattuck Ave. S. and/or the east-west alley to reach destinations to the north and south of the vacation. 2. Morris Ave. S. would experience a substantial traffic volume increase between S. 4th St. and the proposed campus access street. This section of Morris Ave. S. consists of a mix of professional offices, houses and the parish church. North of the proposed access, traffic volumes would slightly increase. Traffic volumes on Shattuck Ave. S. would only increase slightly during the peak hours because Morris Ave. S. will be a more attractive route for most drivers due to its existing low traffic volumes compared to Shattuck Ave. South. 3. Existing pedestrian through trips on Whitworth Ave. S. would be Transportation Planning&Engineering, Inc. Page 13 inconvenienced by the proposed vacation. The alternative would be to use a proposed walkway through the parish campus located about 130 feet east of Whitworth Ave. South. 4. Some on-street parking on the west side of Morris Ave. S. may need to be eliminated to construct the proposed campus access street. TRAFFIC IMPACT MITIGATION REQUIREMENTS The City of Renton assesses a traffic impact mitigation fee of$75 per new daily trip generated by proposed development projects. Because the proposed master plan is not expected to generate additional traffic, this fee would not apply. The City also requires full frontage improvements, including, but not limited to, curb, gutter, sidewalk, signage and street lighting. These improvements appear to exist on the project site frontages so no additional improvements should be necessary. The City may require some undergrounding of existing utility lines in areas of the project site affected by the master plan. If the vacation of Whitworth Ave. S. is implemented, easements for all existing utilities to remain would be required. The City may require that the traffic signal timing plans for S. 3rd St. be evaluated for possible changes if the vacation of Whitworth Ave. S. is implemented. No other traffic impact mitigation should be necessary. CONCLUSIONS AND RECOMMENDATIONS We recommend that the proposed St. Anthony School Master Plan be constructed with the following comments and traffic impact mitigation measures: 1. The anticipated benefits of vacating a portion of Whitworth Ave. S. to implement the master plan offset the inconveniences which would result. The benefits include adequate physical space for a well designed parish campus, increased pedestrian safety, additional off-street parking supply, increased vehicular safety and improved traffic operations at several intersections. Disadvantages include inconveniences for the limited drivers and pedestrians who would normally use the vacated portion of Whitworth Ave. S., increased traffic volumes on Morris Ave. S. and Shattuck Ave. S. (to - a lesser degree), and a lower level of service at the Morris Ave. S./S. 4th'St. intersection. 2. The City's traffic impact mitigation fee should not apply to this project Transportation Planning&Engineering, Inc. Page 19 I I because the proposal is not expected togenerate anynew traffic. p p p 3. Frontage improvements normally required of proposed developments should not be required for this project because the improvements already exist. 4. The City may require some undergrounding of existing utility lines in areas of the;project site affected by the master plan. 5. If the vacation of Whitworth Ave. S. is implemented, easements for all existing utilities to remain would be required. 6. The alley north of the project site is crucial for site access. Possible revisions to adjacent angle parking should be discussed with the associated business owners. Consideration should also be given to widening the alley, if possible. 7. Due to the redistribution of traffic in the study area with the vacation of Whitworth Ave. S., the City may require that the traffic signal timing plans for S. 3rd St. be evaluated for possible changes. 8. The school's carpool program has been very successful with 37% of the students currently involved in a carpool. The school administration should formalize the program with a written set of procedures distributed to all families at the beginning of each school year. Transportation Planning&Engineering,Inc. Page 15 TABLE 1 INTERSECTION LEVEL OF SERVICE SUMMARY ST. ANTHONY MASTER PLAN TRAFFIC IMPACT ANALYSIS SCHOOL SCENARIO INTERSECTION PEAK 2000 2003 2003 HOUR (EXISTING) WITHOUT WITH PROJECT PROJECT Shattuck Ave. S./S. 4`h St./K-Mart AM A (9.4) A(9.6) A (9.3) PM C (16.1) C (18.3) C (17.0) Shattuck Ave. S./S. 3`d PI. AM B (11.1) EB B (11.4) EB B (11:1) EB PM B (13.5) EB B (14.1) EB B (14.0) EB Shattuck Ave. S./Alley AM B (12.7)WB B (13.2)WB B (12.1)WB PM B (13.7)WB B (14.4)WB B (13.7)WB rd AM B (12.5) B (12.7) B (12.2) Shattuck Ave. S./S. 3 St. PM B (12.4) B (12.8) B (12.7) Whitworth Ave. S./S. 4"' St. AM • B (12.3) NB B (12.7) NB B (10.6) NB PM B (14.4) SB C (17.8) SB B (11.3) NB Whitworth Ave. S./School Entry AM A (8.1) NB A (8.2) NB N/A PM A (7.8) NB A (7.8) NB N/A Whitworth Ave. S./Alley AM B (11.1) EB B.(11.3) EB B (11.1) EB PM A(9.7) EB A (9.8) EB A(9.4) EB Whitworth Ave. S./S. 3`d St. AM C (16.6) SB C (17.7) SB C (17.3) SB PM E (39.7) SB F (50.3) SB D (32.9) SB Morris Ave. S./S. 4th St. AM B (12.9) NB B (13.3) NB C (16.1) SB PM B (12.0) SB B (12.4) SB B (14.9) SB Morris Ave. S./Proposed School Access AM N/A N/A A (9.7) EB PM NA N/A B (10.2) EB Morris Ave. S./S. 3`d St. AM A (4.1) A (4.2) A(4.6) PM A (5.5) A (5.7) A (6.6) NOTES: N/A=Not applicable The number in parentheses is the average control delay per the 1994 Highway Capacity Manual, updated 1997. For signalized and all-way stop intersections the LOS and control delay are shown for the intersection as a whole. For one or two-way stop sign controlled intersections,the LOS and control delay are shown for the worst case traffic approach to the intersection. The pertinent traffic approaches are also shown above,where appropriate. C:1ProjecfslR0684001R068400 Tables 1 and 2.doc TABLE 2 TRAFFIC ACCIDENT HISTORY (10/1/97 — 9/30/00)1 ST. ANTHONY MASTER PLAN TRAFFIC IMPACT ANALYSIS NUMBER OF ACCIDENTS ACCIDENT INTERSECTION 10/1/97- 10/1/98- 10/1/99- TOTAL RATE2 9/30/98 9/30/99 9/30/00 ACCIDENTS Shattuck Ave. S./S. 4th St./K-Mart 0 3 0 3 0.47 Shattuck Ave. S./S. 3rd PI. 0 0 2 2 0.36 Shattuck Ave. S./S. 3rd St. 3 7 3 13 0.98 Whitworth Ave. S./S. 4th St. 0 1 0 1 0.22 Whitworth Ave. S./S. 3rd St. 0 2 1 3 0.26 Morris Ave. S./S. 4th St. 1 1 1 3 0.70 Morris Ave. S./S: 3rd St. 2 3 2 7 0.62 NOTES: The accidents are summarized by intersection instead of by street segment because the vast majority of the accidents occurred at the intersections shown. Only three mid-block accidents occurred at the following locations: • S. 3rd St.,235 feet west of Whitworth Ave. S.,6/11/98 • Whitworth Ave.S.,75 feet south of S.3rd St., 12/15/97 • Morris Ave.S., 100 feet south of S.41h St.,9/17/00 2 Accident rate expressed as the number of accidents per million entering vehicles(three-year average) C:1Projecls1R0684001R068400 Tables 1 and 2.doc o a ,M 1 �`� a _ 4 900 $4 3R0 , MI_ 1:1 sT ' __.._ N. ... 4TH `r z ST z A CT_ to a < < v- iv, t 1I00 -- . — IYf O9•2e.c r' a' 1._ i 7PD Pt Z '�� 04 N J x MU SI Z i• ♦ OC 00 S 170IM of �+{ > _ Pe ti a. '' i NM iC O _ RENTON ,` ,v m =i -.-4 ...., tai L".—_ . 3RD < c1", 405 2 . r _ � 2N P� ;,� rN FAIR ORT RT WY\ �y�y •y Sty N �� `� � 764 �LHI5TNE SST �,� $ 1 TOBIN �s i�lei Y I3i S VICTORIA 300 > ` Qv ��S ,ellii ! P E ' r 5T ; -;• .�. � 17 I i <y 8 RENTON S �/ .'ri�� : ST = sw OLD sr a Z ►! ! r�. w I dl N d % N y' d i,t N. iv 1e3RD HIST �'' r, .0 169 litpli j I ci N.,.r:344,41.:.:41.$4ktive.•%.:‘,-,i..r.?,' kit? 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L O ' uAr sr" r �1` �1 y`" L a ST SW 13 a • *.PAar 53` _—_15�T1! win '"`°' ST � G ? 400 16TH ST < .a 1;,c § S 16TH ST ' ��� o� s G >_ • J ! rn S v. -1 — f SE Li16THG pi 4' '81• — -----R �,.,.i -17TH-ST. o- - fdzj�,� --W,N `. _ �� - QM ni c1_ - o rc"t L. ` ♦ " S 18TH i �' P ST g cP f<pi:11107'4 _ ~ SW 19TH ST , ; 9 v+ ,n E. ST a'�s ' o sue ` �a� CTe �, d s 19TH " ST— ALBDT -. ` VON p=Cr3" tPANTHER,� S 20► PL21HilfL� O� ,n G cy�,;.x r,q ROLLIN 6 4i �r: < r1s1 s p1 .PARK; I • 00 " PUGET '^,+•.1' '�,a-0�t 21sr 4 ,,, 1 SW OD ST ,,,, �� W CT d i:. ML'TIANas a0 iQ 1 re,0 $ SE215T g< N bi 3 3 tG:4k+f1 a2oPt a t 0 'ri�'P o Pf G1 .., W ''' SI N SW 23RD ST ;$ 23RD _ i <„( ST _ r ®SE g 2� m "a2HD-1�- - [ ,V21 ,i' :,, ;!,i; '.xs1:,1,,:ev:A: 'I xx�'__., . a I' . . , NJE`R Im "Reproduced with permission granted by THOMAS BROS. MAPS®. This map is copyrighted by THOMAS BROS. MAPS®. It is unlawful to copy or reproduce all or any port thereof, whether for personal use or resale, without permission. All rights reserved." ti[I I VICINITY MAP FIGURE ST. ANTHONY MASTER PLAN 1 TRAFFIC IMPACT ANALYSIS J 1 --%.....Thrs-----------------; _LI -dI i . li I U 1 5 3 5.i: III III I I aIIeH U p S. 3 rd 1 I• r 54e, � 7_ ,zr ,. _ , r s 14 an-SI .i:/-1E1 . I .:_a' -L...-...- S.. , i:-. ! n r i.( J 11 I! 1 L id=ip3. ;.. S. S�. 41 r N I � _T4 9 '-J7,).1-: 1---1 , ITJ f ± - I I. n • SCNo0I. PRDPe TIES a '- - I IN bow, S�� H / ' \ 5 efi ,q).q-f4IN , *t 3 .., PARCEL MAP FIGURE '1[1 ST. ANTHONY MASTER PLAN TRAFFIC IMPACT ANALYSIS 2 L __ 1=�_I___I__1 —J L-1=.�__I_ _ J • L_ _�_I_ ___L_=1 I I I 1. _ - -- jmI I _ II � I _ �G1LfA�lES -- I I htt " r _1 L_— I I1 l 5.3.4 Pl. I 111 - __ � I I I Y 1 , , , I I I— . , I I I ----I I CO — I - I - ' i ' I I i I I I -- - tJ. I I I I I I I I I -, l li TOIEV ;11- I I I 1.1 ro --_ I I I I I I IllI1I n i I j1 ; ; - �1I 1 I , $ : : I 1. ommcw ' e , , ,-.-- L,.,,„' ! 'IL. - 1�1� I .__ I I SOufh4fhSlfeet --I _'__ __ 1 _—_—__ 7 I - - - - � i - - _ � � - - 1 -.---: ,-----• , 1 i . , _._ , ,-- - 1 i , . _ - - _ _ - - . 1 , F. 1 • I I .% I I I 1 1_ I I I y MPG I I ' I - -_.I 1 I---I - ---I L-- - - --I I--- - _ I 1 , I ' I - I I _- -- 1 F---- - I - - I • U = Reti,,+mod hausz j I-� • . �"5 • �� N • I � • 1 . FIGURE SITE PLAN — EXISTING CONDITIONS iii—l . ST. ANTHONY MASTER PLAN TRAFFIC IMPACT ANALYSIS 3 1 Ia; 6cn 6> > Q Q Q> N - s U, o 4., not to scale L_ L. -� 3 0 o m -� L cn S 3rd St. s` i'• al>. .._ + 41÷' Alley + 41+ t'- ---- �. .44.4 + "+h + it School A P` Exit S 3r tiF School + Entrance Additional Parking K—Mart -I /11•7 -i- j� -r j' S 4th St. Access .44 r -4. 4 -4T LEGEND 0 Traffic Control Signal 'i Stop Sign —.. Approach Lane & Direction Note: All streets are two lane with 25 MPH speed limits. The alleys are narrow, allowing vehicle flow in only one direction at a time in some areas. f 11] . EXISTING TRAFFIC CONDITIONS 1FIGURE� ST. ANTHONY MASTER PLAN 11 4 TRAFFIC IMPACT ANALYSIS 1 1 - 1 / I I . . 1 I _L___L---1--__I_-=-1----1---_J. I I ----1----1----J-----1=--;l JJ �,1� St. Anthony Parish Master PlaISIREET n I WA I y _ i 1• i It _ 1 • • • 1 L• L r I 3 / I - m I i =- n I n i �, ; I• liiiiii pi in n n n I In 1 , ' 1 ..�.. I . ----------- I�wINIMIM i may,. •' wt�w '^"^" iIr1- ,;-�, ille Lam. —Jr1 -� ,• '''''I1J.,! II'.:IV! ,�!,"!! .,: y: ;MEMO WOO O, C.: PHASE11_� a — I aI 11 1 s 1 II 7.1 �I • j I �Y ! ;l.j II•'.r -I• •• I III III 1II I I 9t� L i " a■ .. ••�:.. !. 1 I i 1- 1 — ■=■ .a EMU WNW 1 I _," • I mum I r ! P I I mew El ■ o I f ri,�4 o a o o I • �I . . r i I 1 A , ---- l l ., n s i t e plan / main floor soon,aftt sneer KOCZARsia f fma,� -----------------------1----------------- -------4111041 -0-1-ut-- ,�------------ --------- --II I 11--------------; ------------ll . III 1 . /". f SITE PLAN — PROPOSED CONDITIONS FIGURE [I ST. ANTHONY MASTER PLAN TRAFFIC IMPACT ANALYSIS 5 J I i ' Q cn Q Q N - - m not to scale o -1 3 0 a =c t n S 3rd St. L -N.- t/1 -V• r 1 i 1 .1> .- + Alley 4' * 4 4 Proposed Site Access ...<1. Nt I� K—Mart �7 -f 7 -„- S 4th St. Access i i 4.- Nr 1 LEGEND C Traffic Control Signal Stop Sign --. Approach Lane & Direction } r ' 1 --. PROPOSED TRAFFIC CONDITIONS �FIGURE� ST. ANTHONY MASTER PLAN 1 6 1 TRAFFIC IMPACT ANALYSIS ili :a; > > Q Q Q N - s CO I not to scale o 0 i o -3 m c L i S 3rd St. i \ 1lk ik 15—' 402--I,- I I 3986--► I I 421-0- � I 69-k f 51-y corN 3� Nto v.) 0 ono t-3 1 l. N"r-116 t-- I 0 J ` 11' 2 Alley II 0. 1 r 29--► ) tr to No ado- 10-'• 'rn(N1 0) J I School Exit 5 3r I d p_. 14-J 1 f .-.-,- 22'� School ) 4 ` Lon ON Entrance Additional tr Parking a0 0)00 oc`ro� t_128 ?.-. Nk_94 7-4-cot__.11 K—Mart J ilk .--36 J $ Ar_550 ) 11. $ 01-1 S 4th St. Access NI ` CO 1ii 4-J-► 1tI 86-�► 1 1_k 0 192 5—,� NON 2-y V)or LEGEND X--► AM Peak Hour Traffic Volume & Direction Notes: 1. 'All traffic volume counts conducted 10/12/00 through 10/24/00. The traffic volumes shown above have been balanced between intersections where practical. The raw count data is attached in the Appendix. 2. The predominant AM school peak hour was 7: 45-8: 45 AM. / r • 2000 (EXISTING) AM SCHOOL PEAK HOUR TRAFFIC VOLUMES FIGURE ST. ANTHONY MASTER PLAN 7 TRAFFIC IMPACT ANALYSIS J 1 A I Vl Cl)• > ai ai Cl)n > > a a a N s U ` .rn not to scale i ? o LO a d-„I- co, CO S 3rd St. , ik tk r ` 12J i / 5_ 13__# 101'7---► I 1127- 0- tr 1131-0- 16,0 ' t'40-N 25 ' 't� 21'-"k 0oN o) a) �m _ 0(r)N �4 23 II $ P-73 �-- i 0 J ` '2 Alley tr °--- 1 ( 22 ) tr �`� (00 a)d- 12 ' "I-� i CO L0N 1 ) i School Exit 53r - 70 r(�°N 62'1 j School J i ` 0,o Entrance Additional t r Parking I 0o rn 03 N N con r7�0 NI_96 °°�9 I /, $ `oI00 �65 Nory) �15 K—Mart J 1 �3 8 0-209 S 4th St. Access :5--► � tI 164-- ) tr 174--- 1tr '3-% `noo 3--y 'tr c° 1- • No- LEGEND X-i- PM Peak Hour Traffic Volume & Direction Notes: 1. ,All traffic volume counts conducted 10/12/00 through 10/24/00. The 'traffic volumes shown above have been balanced between intersections where practical. The raw count data is attached in the Appendix. 2. ;The predominant AM school peak hour was 2: 45-3: 45 PM. I i 2000 (EXISTING) PM SCHOOL PEAK HOUR TRAFFIC VOLUMES FIGURE [. ST. ANTHONY MASTER PLAN 8 TRAFFIC IMPACT ANALYSIS • ai > Q L 76 2I N I 211 S. 3rd St. ` S. 3rd St. �J ` S. 3rd St. ‘ S. 3rd St. I r` • rili Alle i r Y + Y •3`d P1 « S. w o I._. ui Entry / ` Parking ai • r Q 15.. t K-Mart Accesses 4r-S 4th St. l r S. 4th St. S. 4th St. 10 N > ai ai Q ¢ Q y Queue Lengths .2 I o E All Intervals t Color Queue Type co EN Average I♦ 95th Percentile 1111 Max Observed • f[I 2000 (EXISTING) AM SCHOOL PEAK HOUR QUEUES 1FIGURE� ST. ANTHONY MASTER PLAN 9 TRAFFIC IMPACT ANALYSIS I J I ui i) ai > Q ai Q .c > U 0 Q = E I .�� S. 3rd St. \ S. 3rd St. i" ` S. 3rd St. ! \ S. r�` — i— — — -Y 1 J — — •� „j J — Ir et A 1 "® ■ r ■ 1r i. ` �� AIIe F All - r }I . l 1 } Y 1.1 Yr S. W .a S.3Va _M. J r i z Entry . Parkingai Nja Q Cn 3' IC O K-Mart Access it . S. 4th St. S. 4th St. `� t, ®err �' i—� N .aLLALN t, IESS 1:-05C:i Cl) Cl) ¢' Q Queue Lengths All intervalsI o 0 Color Queue Type RI I Average, Ell 95th Percentile 1.1 Max Observed I r 2000 (EXISTING) PM SCHOOL PEAK HOUR QUEUESdiii. 1FIGURE� ST. ANTHONY MASTER PLAN 10 TRAFFIC IMPACT ANALYSIS ccn A cf) ai a' > ai N 0 not to scale D 0 0 N s CO rn d'O CO to c�N S 3rd St. ; ilk 1 k i k 427—• I . 6_49 + 0 422--► I 447—e t r , , 73, ccoo`n 54--"kc°n 3-111‘ Nr7 Do o46 cv Loin° .--4 l ' `r123 --0 J + �, #2 Alley tr °--4- 1 r ;o 1tr rnma rn c°u7 11 rn, ) i School Exit N h N S 31 d 1715—+e 1 t , 23"1 School J ` r\ Entrance , Additional ) t r Parking u)O ao N ohm t_136 —, Ni-100 N�co `12 K—Mart 1 .-'38 + r S59 $ 0-1 S 4th St. Access 0�I / 44-I 10_�I 1 t 0---• 1 I 100—► 1 l 91—. 1� 0�P 57-A NON 2—,k rr)0"- LEGEND X-0. AM Peak Hour Traffic Volume & Direction 1iiii FIGURE 2003 AM SCHOOL PEAK HOUR TRAFFIC VOLUMES WITHOUT PROJECT ST. ANTHONY MASTER PLAN 11 TRAFFIC IMPACT ANALYSIS 01 01 0 A >3 6 Lli Q Q N s UI not to scale o 0 o -3 M .0 cn i Ln- LnN rON S 3rd St. ilk 1 /4 ilk -, 1079-.-► I 1196—II' 1200-� I 170--k 02A 27-A •to�0 22—,% or2 N Nlf) t-24 OI\N f i k r77 �--0 I J � .-2 Alley . , tr °--► 1r 8 ) tr NN') N� rn� 13� �� c0 N I I School /� + Exit S 31 1 74-,i �N , ;66— 1 School J i ` O O Entrance Additional 1 t r Parking . , r7,,-oo CO N rr,°°� �97 Orno°rn �3 NorN `16 K—Mart r i A-402 J i I►. 0-698 J �222S 4th St. Access ' 5-► � tI 175-�. 1tI 185--. III 3--1% 11)d-0 3--4k -cc' 1 NO'- LEGEND .X-► PM Peak Hour Traffic Volume & Direction c n . FIGURE 2003 PM SCHOOL PEAK HOUR TRAFFIC VOLUMES WITHOUT PROJECT 1 ST. ANTHONY MASTER PLAN fl-' [- 12 - TRAFFIC IMPACT ANALYSIS 1 I 1 u v) ai > U > < ai Q .c > U O U) .Aa ,E „ . co I. S. 3rd St. Y ` S. 3rd St. ;,ir \ _S. 3rd St. i ` S. 1 , j . 1 nI ■ ■ , 4 ./IL • � _ 1+ IrmiAlley } �— 1 } v + r p1. S aiU o Std = S IN Cli Entry ` Parking > = , p N . cd i 'E it K-Mart Access f S. 4th St. r S. 4th St. A \ S. 4t1 11=EN 1 i N vi vi vi 6 ai ai Q Q Q Queue Lengths I _c •co i—1All Intervals C O Color Queue Type .A 2 Hat Average I > all 95th Percentile III Max Observed . J 2003 AM SCHOOL PEAK HOUR QUEUES WITHOUT PROJECT if FIGURE ST. ANTHONY MASTER PLAN 13 TRAFFIC IMPACT ANALYSIS I • o N • <I _c > O ai p Q .A • U) co 1E • o l. S. 3rd St. ` S. 3rd St. ; ` S. 3rd St. ` S. - - J ., — — T ■ ../ _ it F ry, 14 1 J+ 1EDAIIey J % AI f Y 41 S. w L -, S'. ra P�. — -�'T�' l o i• Y Entry ji Parking ai mri K'-Mart Access + S. 4th St. I. S. p 4th St. `� S. ji 1 4_� .� - IME, q. CD N ,, II I. vi 0 I Q a> Q Queue Lengths -c ,� cn All Intervals I -C .E Color , Queue Type cB I II c L :lll Average 1 I MI 95th Percentile I - 11111 Max Observed it I I i ( 2003 PM SCHOOL PEAK HOUR QUEUES WITHOUT PROJECT ti [. -N 1FIGURE� ST. ANTHONY MASTER PLAN 14 TRAFFIC IMPACT ANALYSIS I A cri 6 Q Q Q N 0 not to scale' m o t: 0 cn S 3rd St. ilk 1 \ j ` 16.E 4 407—° I I 447—► t r 427---► I 73—A ccoi;t7 54"k `0 0. 5--A, NO3 0 N CO � d-rn0 �` ilk `.31 -0-0 '2 4-- r98 —0 J i ' Alley fif 0-0- Ni I 30� No � I 5—• I 00 p) NA 0� N rn- 3% 15-e s/ .- 23-" 1f` N ) i ' Proposed Site Access 36 5-0 1 t to i oo°'on" `136 Non `,112 II ♦-1 .--170 I +--16 6 K-Mart ) i ` /r 38 ir--6 J i 1 r-1 S 4th St. Access Op—�-r 1 119--► 54-/ / ,—,� or�o 57 NN 62 1 t I ,2r. 2 1 LEGEND X---0. AM Peak Hour Traffic Volume & Direction 1 2003 AM SCHOOL PEAK HOUR TRAFFIC VOLUMES WITH PROJECT if FIGURE ST. ANTHONY MASTER PLAN 15 TRAFFIC IMPACT ANALYSIS i N N U A N N N > > > Q a a N .Y s m o +� L not to scale o - 3 0 46 g s .c U d'Li-) N N i•-•to cos- N v- N S 3rd St. ! 1L 1k i L 1079-�-► tr 1188�-► tr 1187-. tr 170� �N 27� PoN 22 ' NM 0) r I $ ` `-1662 II �4 0 # $ ` r2 Alley tr 0- -1r 18-".. 1tr No ao� N,_ 0-,k ono c0 N 5 31 p.. 74-Ae 1 t to R !66-,` .4-00 oo I Proposed Site Access 5 J N t 28 7 c0 rn� to M°'ai `97 M o cio `85 ) II .-3 .-184 III 44--153 K-Mart ; I ` r 89 A-3 ) $ ` 0-2 S 4th St. Access ; 5-• 1tl 203 r 51--e 1tr 151--► 3--,k Ll)' N �'N 1� No- o i LEGEND X--► PM Peak Hour Traffic Volume & Direction 2003 PM SCHOOL PEAK HOUR TRAFFIC VOLUMES WITH PROJECT if [. l'FIGURE \ ST. ANTHONY MASTER PLAN 16 TRAFFIC IMPACT ANALYSIS J i /.) Co ai \ai `Y Co` W V u) D N w L ' � > O I. S. 3rd.St. S. 3rd St.' S. 3rd St. ` S. — _ 1 r i 1 r i�— -r — — ,sty — _ _ E— / oe ■ t I. f n 1AIIey i. l � ■ - -r e. I + 4 S. j :..-...• ui Ad P - -J� ' to o Access JI ■ s N .c co . + S. 4th St. K-Mart Access ,� ` Y S. 4th St. S. ‘ 1 N Y i , "lop 6 Co I N tv N Queue Lengths Q Q Q All Intervals Y L Color Queue Type = I �O 1 = - as I � (� Average -C •E MI 95th Percentile I 1 Ell Max Obi served I I 2003 AM SCHOOL PEAK HOUR QUEUES WITH PROJECT FIGURE ST. ANTHONY MASTER PLAN 17 i TRAFFIC IMPACT ANALYSIS J ui ai ai Q v) Q t > o o Q U, ' •E cotr, . t t 1-1 — S. 3rd St. y ` S. 3rd St. Yii ` _S. 3rd— S. Y ` S c --/- r k } ■ a r 1 .Alley ' ..r..._ I X U) S•grd91. ^ S. w >ai .o • Access )1 IP all .0 to n K-Mart Access + r„., Si.. 4th St. J' S. 4th St. N r 0 .11 ui 0 ai ai ai > > > Queue Lengths . Q Q All Intervals I t •2 Color Queue Type ICI c0 ® Average ?> IIII 95th Percentile MO Max Observed i 2003 PM SCHOOL PEAK HOUR QUEUES WITH PROJECT �FIGURE� li ST. ANTHONY MASTER PLAN 18 TRAFFIC IMPACT ANALYSIS APPENDIX CONTENTS: Letter from City of Renton Traffic Volume Count Data Level of Service Calculations Traffic Accident Data I I Letter from City of Renton p — cy CITY OF RENTON. trLL ‘ . Planning/Building/Public Works Department 7 e Tanner,Mayor Gregg Zimmerman P.E.,Administrator October 11,2000 . TP& E • Robert Herman OCT 1 6Ma j Transportation Planning&Engineering,Inc. ' 2223 112th Avenue N.E. Suite 101 - • • Bellevue,Washington 98004 . • • • Subject: Traffic Impact Analysis for St.Anthony Parish Master Plan • Dear Bob, As was discussed at the recent Pre-Application meeting and follow-up telephone conversations with you, • the following should be addressed in the traffic impact analysis for the proposed re-development of St. Anthony Parish: • • • • • Project location and brief description • • • 'r . • Existing street network and traffic operations within a study area that includes Shattuck Avenue ' South, 1 South 3rd Street, Morris Avenue South.and South 4th Street and the intersections of . . Shattuck Avenue South/South 4th Street, Shattuck•Avenue South/South 3rd Street, South 3rd • • Street/Whitworth Avenue South, South 314 Street/Morris Avenue South, South 4th Street/Morris Avenue South, and South 4'h Street/Whitworth Avenue South. . • • Traffic'operations, and traffic generation.and distribution, by the'existing St. Anthony Parish • operations and planned future year re-development. • • Analysis of existing and future year traffic volumes.and operations on the streets and at the intersections within the study area during the AM and PM peak hours of 7:00 to 9:00 AM and • ' 2:30 toi4:30 PM,and with and without the proposed re-development. • .. . . _ • Available traffic counts(1998 and more recent) increased by 2%per year to reflect existing year• ' • 2000 conditions, and future year traffic volumes (with and without the proposed development) increased by an annually compounded growth rate of 2%per year. (Traffic counts prior to.1998 • should not be used.) Future year is assumed to.be when Phases 1 and 2 of the proposed re ' ' development are implemented and in operation. • . • • Evaluation of all points of access to and from the proposed re-development under future with • project, peak hour traffic conditions, including turning Movements, traffic volumes, access restrictions, and potential vehicle queuing,particularly on public streets. If you have any questions regarding the above,please contact me at 425-430-7322. Sincerely, .-- 666....., . IL I Bob Mahn , �f:,IKnrvsIrLnt,ua rvnttb LitIPLY lvltwaai"1�055 South Grady Way-Renton, Washington 98055 ®This paper contains 50%recycled material,20%post consumer i I , Traffic Volume Count Data j � l City of kEYton r Weather :OVERCAST/LIGHT FOG Transportation Systems Division, Study Warne• TMC109A Counted by:E6F Traffic Operations et /AA Site Code : 00000000 Board g :D4-1029 2000 Studies , Start Date: 10/12/00 _ Surface :DRY Page : 1 CARS,P'EDESTRIANS,HEAVY VEHICLES ISHATTUCK AV S IS 4TH ST ISHATTUCK AV S IK-MART DRIVEWAY ISouthbound IWestbound INorthbound IEastbound Start I I 1 I llntvl. Time I Left Thru light Otherl Left Trru Right Otherl Left Thru Right _0therl Left Thru Right Otherl Total 10/12/00 I I I I 06:151 1 1 0 01 9 0 10 i 11 1 12 3 01 0 0 0 01 38 06:301 1 3 1 01 7 -0 15 01 0 10 5 01 0 0 0 01 42 06:451 4 2 0 01 9 0 16 01 0 • 11 4 01 0 0 1 01 47 Hourl 6 6 1 01 25 0 41 11 1 33 12 01 0 0 1 01 127 I ' I I I 1 07:001 2 3 0 01 - 7 0 20 01 0 8 8 01 0 0 0 01 46 ' 07:151 3 7 0 01 13 1 26 01 0 12 13 01 0 0 0 01 75 07:301 6 5 0 01 ,7 0 15 01 0 13 11 01 0 0 0 01 57 07:451 5 5 0 01 4 0 11 01 0 5 7 01 0 0 0 el 37 Hourl 16 20 0 01 31 1 72 01 0 36 39 01 0 0 0 01 217 . . I I 08:001 4 5 . 0 01 5 0 9 81 0 6 7 f 1 0 0 0 01 45 08:151 8 8 1 0 01 6 0 11 41 0 4 13 11 0 0 0 01 55 08:301 5 4 0 01 7 0 9 101 0 5 8 21 1 0 0 01 51 08:451 6 7 0 01 4 0 8 01 0 4 6 01 0 0 0 01 35 Hourl 23 24 . 0 01 22 0 37 221 0 19 34 41 1 0 0 01 186 I 1 1 I 1 Tc'tall 45 50 1 0i 78 1 150 231 1 90 85 41 1 0 1 01 530 % Apr. I 46.8 52.0 1.0 -I 30.9 0.3 59.5 9.11 0.5 50.0 47.2 2.21 50.0 - 50.0 -1 - % Int. I 8.4 9.4 0.1 -1 14.7 0.1 28.3 4.31 0.1 16.9 16.0 0.71 0.1 - 0.1 -I - 1 I 1 I 1 • - • City of Renton ' Weather :OVERCAST/LIGHT FOG Transportation Systems Division Study Name: TMC109A Counted by:E6F , Traffic Operations Site Code : 00000000 ' ' Board # :D4-1029 2000 Studies Start Date: 10/12/00 ' Surface :DRY Page : 2 CARS.PEDESTRIANS,HERVY VEHICLES !SHATTUCK AV S 15 4TH ST ISHATTUCK AV S IK-MART DRIVEWAY ISouthbound IWestbound INorthbound !Eastbound Start I I I I llntvl. Time I Left Thru Right Otherl Left Thru Right Other! Left Thru Right Other! Left Thru Right Other! Total Peak Hour Analysis By Entire Intersection for the Period: 05:15 on 10/12/00 to to 08:45 on 10/12/00 I Time 106:/A5 106:45 1 06:45 106:45 Vol. 1 15 17 0 01 36 1 77 01 0 44 36 0! 0 0 1 01 - Pct. I 46.8 53.11 0.0 0.01 31.5 0.8 67.5 0.01 0.0 55.0 45.0 0.01 0.0 0.0 100.0 0.01 Total I 32 I 114 I 80 I 1 High 1 07:30 1 07:15 1 07:15 106:45 I Vol. I 6 5 0 Oi 13 1 26 01 0 12 13 01 0 0 1 (II Total I 11 I 40 I 25 I 1 1 PHF 10.727 10.712 1 0.800 10.250 I 'CARS, PEDESTR1flNS ¶,9 SHATTUCK AV S --- "HEAVY VEHICLES r'ti 0 17 1577 ., y ., 01.:, 00 1 =•=-__._! ':_.-.__ ___=.::_ _==_= 1 a 1 l' ° 1 7 1 � •kp inbound 32 9 qp pip • L'_ 0 Li lid 1 2 F+;-l�TIV PTWITT (1 QtgWb�i71f 41. It Tot a I 1'._�1 1.111MERRONNFTWEREPANgan', ; r;;a:,,41111 1 . . 2 77 1 41 • • 0 Inbound 1 Inbound 114--- -- --------0U t be Fund 1 Out bound 51 34 0 Tot a1 2 Total 165 ' 2 36 0 - . 0 36 1 1 5 51 1 • • 1� inbound 80 S 4 fH ST ummommummummpourammenumuOut bound J/F allIMENEMISIELIESNERIEMMENISO Tot a1 134 • 1 ti 6'0 44 ti 36 ti 0 17 0 .'. 0 - 0 . fa / I \ _-._....: -_ 0 4 4 ••,6 41 1 .-,•r► ` 19crr t h SHATTUCI! 11'.., •.- I • TC2 Traffic Count Consultants,Inc 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)861-8868 FAX:(425)881-8877 Turning Movement Diagram 337 _ e 207 130 & kn 3rd PL 93 113 1 Alley A V A 43 198 0 169 234 a4 116 160 • 14 36 0 1 y 22 & V 105 73 0 • 251 178 Check - In: 580 429 Out: 580 %HV PHF Intersection:'Shattuck Ave&So 3rd PI I Alley EB 0.0% 0.82 Location: Renton WB 1.3% 0.50 Date of Count: Wed 10-18-00 NB 1.1% 0.91 Peak Period: 7:45 A - 8:45 A SB 0.5% 0.72 Checked By: Nancy Intersection 0.9% _ 0.74 Prepared For: TP&E TM00y623 3 I I I I TC 2 Traffic Count Consultants,Inc. 13823 184th Ave NE,Woodinville,WA 98072 Phone:(425)861-8866 FAX:(425)881-8877 I , . Vehicle Volume Summery I lilerstiectIon: Shattuck Ave&So 3rd Pl/Alley Date of Count: Wed 10-18-00 Chocked By Nancy I Time From North on(SB) From South on(NB) From East on(WB) From West on(EB) Interval Interval Shattuck Ave Shattuck Alley 3rd PL Total Ending at T L S R I L S R _ T L S R T L S R I ::::7:1:4:A:::::::::1::::: ::::11::'::::::::12:::::::::: ::::::'.:::9.:::•:::::4::::::::::le:::::::::1::::: :::9::::::::R:::::::::::1:::::::::::9:::: ::::9::::*AZ*::::::e::::•,:::::Z::::::::::::tg::::::: 7:30A 0 1 8 7 0 34 12 1 0 1 0 0 0 1 0 2 67 tzAO0.::.: ..i.:::i:.::]:: ..:::.1.4:::::::::::4:::::::..*gi.* i*...4:.*:. *lie..* i*O.*:i:iii.:.:::.*;4.....:.:**.eiCl: .:**0:::.:::**i:i.:i:l.:•:•31:.: i*:.$:**i*ieel*i:i, 8:00A 0 0 14 16 1 33 16 0 0 8 0 1 0 4 0 7 99 I ::::10.5A::::4:::::1:::: ::::::i::: :i:::::1:5::: h:::::::1:9:::::7.:::0.::: :::::713:*: ::.;:i7*...: i*O.::::14: :92**::12::.-.1::::.:0.::*;::::5::::*.::::0::::::::4.*:'.::::1):::: :::::2::::::::::::192::::::' 8:30 A 0 0 40 30 1 20 15 0 2 52 0 27 0 4 0 7 195 ::::4;216:A::::.*::111::: :::::9:*:::::44:::::::*28:::::::::0.::: :::::0::::: ::::25:::: ::::0.:::::::I.:: ::14::: :::::11::::1:::19:: ::::0:::::::::3.:::: :::(1:::::...::::6::::::::::::194::::::, I 9:00A 0 1 ' 11 7 0 18 11 0 0 2 0 2 0 8 0 2 62 ::::11:t13:A::::.:::0::: ..*:g..ii:ii:i:j0:::::::::::p:::..:::::9:.::s.:::::fi:::::: ::::41:::::4::.:j0:::::*1)..: ::::(1::::4.::::0::::: ::.:4:::::::.:.Q::_c-.:.:i9 :j::,:p: :_::::.:V.::.:i:::::::: :::::::, 9:30A 0 0 ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .i I ::::9;45:A::::::::0* ei:i:.9*:::::::::0::::::.....A:::::::.::i....0i:i .i.i:if:::::: :::::9:::::i:::4::::::.:i0:::.:. :"....))::.,:. ::::0:::::...:;;C: :::.j0::: .i..i:1:i:i:::...*:-.V ...:•-.....0.-..-....... 10:OOA 0 0 0 , 0 0 , 0 0 0 0 0 0 0 0 0 0 0 0 Total I ' Survey 2 4 158 117 2 218 122 2 2 125 1 49 0 29 0 31 856 Total •-• 1 1 1 1 1 113 1 93 2 1_ 105 1 73 I 0 2 1 116 I 0 I ii ' 0 I 14 ( 0 i 22 580 Approach I APPmach 207 178 - 159 38 580 %HV 0%; 1% . 1% 0% 1% PHF 0.72 0.91 0.50 0.82 0.74 I , . I Legend: T=Number of heavy vehicles(greater than 4 wheels) t.=Left-Turn S=Straight R=Right-Turn . . I HV=Heavy Vehicles PHF=Peak hour Factor(Peak hour volume!(4*Highest 15 minutes)) Prepared For TP&E TM00y623 , .I 4 I I City of Renton 0S3 Weather :OVERCAST Transportation Systems Division Study Name: TNC055A IICounted by:RWM Traffic Operations ,pp�,//A Site Code : 00800055 Board 8 :T-0920 2000 Studies i` Start Date: 10/12/00 Surface :DRY Page : 1 ' CARS,PEDESTRIANS,HEAVY VEHICLES I ISHATTUCK.AV S IS 3RD ST ISHRTTUCK AV S IS 3RD ST 15outhbnund 'Westbound 'Northbound 'Eastbound Start 1 I I I Ilntvl. Time 1 Left Thru 'Right Otherl Left Thru Right Otherl Left Thru Right Other: Left Thru Right . Otherl Total 10/12/00 1 1 1 1 • 06:151 1 2 0 .11 0 0 8 11 0 6 2 01 2 51 1 01 67 06:301 0 2 0 11 0 0 0 31 0 7 3 01 1 55 5 21 79 06:451 3 5 0 11 0 0 0 81 0 12 4 21 4 72 5 01 116 Hourl 4 9 0 31 0 0 0 121 0 25 9 21 7 178 11 21 262 I I I I I I ' I 87:001 0 18 0 01 0 0 0 211 0 6 2 41 5 84 7 01 139 07:151 0 5 0 21 0 0 0 01 0 11 ' 7 31 3 79 10 ' 11 121 07:381 1 9 0 11 0 0 0 81 ' 0 19 7 01 2 90 5 11 135 87:451 8 10 • 8 41 8 8 0 11 • 8 '' 14 2 • 21 • .3 • 97 •17 01. ''158 1 ' Hourl 1 34 8 7) 8 8 0 221 0 50 18 , 91 ':13 '350 ° ...39 ', 21 <.545 „Al, •• ,: ,! 08:001 0 7 0 41 • 0 8 8 1 I•... 0. 18 . 7 11 .1 . ;:4'88. '.• 15 ;•. .01.•,'.134 :',' 08:151 • 0 11 0 II 0 0 0 01 8 20 21 . 11 3 . 120.: , . 15:.:* ;:..1 I '193 .` 08:301 0 7 0 21 0 8 0 21 8 15 10 21 8 :•86. •. 6' '. .01 ,..138 08:451 1 11 8 11 0 8 0 21 0 6 8 31 4 • 89 :, 28 ' • 11 146 • Hourl 1 36 1 0 81 0 0 0 51 8 51 46 71 ' 16 383 ...56 ' 21 .611 1 1 I 1 '' 1' • Totall 6 79 0 181 0 0 0 391 0 126 73 ' 181 36 911 106 ' 61 1418 % Apr. I 5.8 76.6 - 17.41 - - - 100.81 - 58.8 33.6 8.21 3.3 86.0 10.0 0.51 - I ' % Int. I 0.4 5.5 - 1.21 - - - 2.71 - 8.8 5.1 1.21 2.5 64.2 7.4 0.41 - I I 1 I I • 1 I . • • . I • I ' • a City of Renton Weather :OVERCAST Transportation Systems Division Study Name: TNC055A -- Counted by:RWM Traffic Operations Site Code : 00000055 ' Board :I :T-0920 2000 Studies Start Date: 10/12/00 Surface :DRY Page : 2 CARS,PEDESTRIANS,HEAVY VEHICLES ISHATTUCK AV 5' IS 3RD ST ISHATTUCK AV S IS 3RD ST ISouthbound (Westbound (Northbound (Eastbound Start I ' I I I linty]. Time I Left Thru Right Otherl Left Thru Right Otherl Left Thru Right Otherl Left Thru Right Otherl Total Peak Hour Analysis BylEntire Intersection for the Period: 06:15 on 10/12/00 to 08:45 on 10/12/00 I Time I 07:45 1 07:45 I 07:45 1 07:45 1 Vol. I 0 35 0 III 0 0 0 41 0 59 40 61 15 391 53 II Pct. I 0.0 76.01 0.0 23.91 0.0 0.0 0.0 100.01 0.0 56.1 38.0 5.71 3.2 85.0 11.5 0.21 Total, i 46 1 1 I 4 I 105 I 460 I High I 07:45 I 08:30 I 08:15 . I 08:15 I ' Vol. I 0 10, @ 41 0 0 0 21 0 20 21 11 3 120 15 1I Total I 14 I 2 1 42 I 139 PHF 10.821 1 0.500 1 0.625 1 0.827 I I , . . : :::' :.' I ' 'CARS, PEDESTRIANS :v SHATTUCK AV S • . 'HEAVY VEHICLES 11 ,'ti 0 35 '" 0 59 ' 0 0 0 15 . : • • . 11 0 - 35 0 74 4 ' 4 Inbound AI Outbound 74 a. Total 120l ' , ,.. 0 0 --�_-� .V v 13 IO I_ 15 0 'Inbound 460 Inbound 4- ' Out bound 0 Total 460 Outbound 431 0 370Total 435 0 0 391 21 -- 40 51 391 431 53 " ,- , Inbound bC ur,d I 105 3RD S Outbound 88 . Total 193 '� '.} • 1 53 ' 0 ' 58 ' 39',, 6 35 0 1 1 Qi / I \ , 8t3 =___= _— ---- —---- • 0 59 40 `' 6 I North SHATTUCK AV S I 6 TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)861-8868 FAX(425)861-8877 I Turning Movement Diagram in ><50 I ii 15 135 S 4th St 13 1 1 S 4th St f/J 94 165 150 249 305 i 5 346 I41 140 94 ► 1 97 y 5 • V co) 2 0 2 CIP d 11 4 Check :m In: 408 3 t — 15 >- Out: 408 %NV PHF intersection: Whitworth Ave S @ S 4th St ES 0.0% 0.64 I Location: Renton WB 0.8% 0.56 Date of Count:Wed 10.18.00 NB 0.0% 0.50 Peak Period:' 7:30 A - 8:30 A SB 0.0% 0.63 Checked By:, Kg Intersection 0.5% 0.59 IPrepared For T P&E Tm00u625 I I TC' 7hetfc Count Comuttents,Inc. .13823 184th Ave NE,Woodinville,WA 98072 Phone:(425)881-8886 FAX(425)881.8877 Vehicle Volume Summay Intersection: Whitworth Ave S®S 4th St Date of Count Wed 10.18.00 Location: Renton' Checked By: Kg Time From North on(SB) From South on(NB) From East on(WB) From West on(EB) Interval Interval Whitworth Ave S Whitworth Ave S _ S 4th St S 4th St Tohl Ending at T L S R T L SRTL SRTL SR ::Z:75JI:: 0::::.::I ::;i:::o-:'.. ;4.;.;.;. .;.p;.;.. .:•p:•:.;.! •:Q:.;.;..._0:.;...:0: ::0::::::35:::•.:7:•: :•:0::: :0:.;...;}0:: ':0::_ __:_5T.::: 7:30A 0 0 0 4 0 0 0 0 0 0 48 5 0 4 12 0 71 8:00 A 0 0 0 1 0 1 0 0 0 1 384, 10 0 4 19 1 73 }8:15 A}:•: ?:0:::.:0::[ }0:}: }ll:::: ::0•:::•..:1•?:: .: 0:? It::::•IX:�::a :r::25:: ':12.;: _.;.p;.;...:12:::•:.24•:•1:::2::' :81:::•: 8:30 A 0 0 1 0 r 8 0 0 0 0 1 3 47 61 0 18 36 1 172 9:00A 0 0 0 1 0 0 0 1 0 0 31 3 0 0 13 0 49 ::0:15%�:: '':0::� ::0•:: :0:: :0:{: ':0::� : :0::: :a::: :O::^::O:: ::•:b:•:•::::0:' ?:0•::: :0:' :TI•:•: :D:: :O::: 9:30A 0 0 0 0 0 0 0 0 . 0 0 0 0 0 0 0 0 0 gt45 ''' '::a::: 0:?: :0:;: ::o::: d :::::::0:::::: 10:00A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 5 , 1 24 0 3 0 5 2 5 298 113 0 ,62 152 8 664 r ..Poiik�Id4 •�Y`'` Total olt111 13 0 1 2 r 0 1 2 2 t 5 1 150 1 94 0•.I 41...r :::.r..5..-..406 ... Approach • 15 I 4 249 140 408 I %HV 0% 0% 1% 0% 0% PHF 0.83 0.50 0.56 0.64 0.59 ILegend: T=Number of heavy vehicles(greater than 4 wheels) L=Left-Turn S=Straight R=Right-Turn HV=Heavy Vehicles PHF=Peak hour Factor(Peak hour volume/(4•Higheet 15 minutes)) Prepared For: T P&E Tm00u625 I 8 i 1 TC2 Traffic Count Consultants,Inc. 13823 184th Ave NE,Woodinville,WA 98072 Phone:(425)881-8868 FAX(425)861-8877 Turning Movement Diagram 125 > in i A 0 116 10 -li.-]1: 3 St Anthony Rectory B8 Parking lot20 : v1614 . P fa 18 v 0 . e) a 113 9 8 d • r .a I o 16 130 Check 3 In: 246 c 146 Out: 248 %HV PHF Intersection: Whitworth Ave S @ St Anthony Rectory/Parking Lot EB n/a n/a Location: Renton WB 0.0% 0.25 _ Date of Count: Wed 10.18.00 NB 0.0% 0.43 Peak Period: 7:45 A - 8:45 A SB 0.0% 0.50 Checked By: Kg Intersection 0.0% 0.47 I Prepared For: T P&E Tm00u624 I TC2 7i'aflic'Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)881-8888 FAX(425)881-8877 • • Vehicle Volume Summary • intersection: Whitworth Ave S®St Anthony Rectory/Parking Lot Data of Count: Wed 10.18.00 Location: Renton Checked By: Kg Time From North on(SB) From South on(NB) From East on(WB) From West on(EB) Interval Interval Whitworth Ave S Whitworth Ave S Parking lot St An horsy Rest Total Ending at T L ; S R T L S R T L S R T L S R ::7151I•:•:• :0:: ::0:' :•:Q:.;.. ;Q;.:.;. .;.0:.;.. .;.0:::•f:':fl:.;.:...:0:.;'..:0:: :0:::: :9::::::0:: ::0::: :O:: :A.;.;...:0::.: :O::::•: 7:30 A 0 3 4 8 0 1 3 3 0 0 0 0 0 0 0 0 22 ::I;' A•:•:• ' • ... 45' :�:Q�:�::•.:�f:�:�: .•:��:�:�: ..:�&::�:�: '.�:'t�:�;:�::�:Q�:�:�: '.:�:��:�:� ::�2�:�:::�R�:� .:�o�:�:�� :�fl�:�:�=.•:�0:�:� :�:�0::;::.:�R�:�:: �:�:�:� ':::R:::: 8:00A 0 8 3 10 . 0 8 3 4 0 0 0 0 0 1 0 0 0 34 ::8:4fi A::: ::0:_ ..... . .....5:. ...::18...... ..................... .:.:.0•::• :: :.::_:II:• :.:.:0•:•:••::•FJ•:•r::0:•:• :.:.0:: {:0 �::•:d:: 'r::0_:: ::::110:•:•:•: 8:30A 0 2 ; 3 52 0 _70 4 •1 ' 0 0 0 0 0 0 0 0 132 •:::0::: ::: 9:: ..: ::: .: :: :�:; :0:: : :4::::• : :: ::0:::.:�::;:'.:r 0.::: :::::P:::: ...: 9:00 A 0 1 2 0 0 0 4 -0 0 0 0 0 0 0 0 0 7 ::ea�a:: '::o:: ::o::' .:0:: ::::a::: ::o::�.".:o::•: ..:o::: .;o:: '::o:: :: ::•:o::•: ::o:;: ::0:•: 9.30A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 : ..o:;:;::.;:o::•:::::0:::':::0::;:: : 10:OOA 0 0 ; 0 00 0 00 0 0 0 0 0 0 0 0 0 Total Survey 0 16 28 105 1 122 20 13 0 0 0 1 0 0 0 0 305 7{O *EpE;Ei.. ie;iieeii�eieieeeieielie::?eeeili'�'ieeeie:e;e;eiiii�:eieeeieee 'ej�i�ee?ii�eieeeiei :iie�eeiieeeEeee Total 0 I 11 [I 16 j 88. 0 1 113 ( 9 ( e 01 o ) 01 1 01 0...1 :.0 1 0......'248... Approach 115 ; 130 1 0 248 I 961-HV 0% 0% 016 Na 0% PHF 0.60 0.43 0.25 Na 0.47 Legend: T=Number of heavy vehicles(greater than 4 wheels) L=Lell-Turn S=Straight R=Right-Turn NW Heavy Vehicles PHF=Peak hour Factor(Peak hour volume/(4'HIghest 15 minutes)) Prepared For. T P&E TmO0u624 10 1 II TC2 Traffic Count Consultants,Inc. 13823 184th Ave NE,Woodinville,WA 98072 Phone:(425)881-8868 FAX(425)881-8877 Turning Movement Diagram 156 > e rig X 117 39 0 3 Alley 4 113 0 Alley A . A ..4.____,...) V 9 4 9 55 1 2 20 27 4li 9 11 v 10 _ A Y 1 9 2 d T I A 125 12 Check i In: 184 3 137 out: 184 %HV PHF I Intersection: Whitworth Ave&Alley EB 0.0% 0.58 Location: Renton WB 0.0% 0.58 Date of Count:1 Wed 10-18-00 NB 8.3% 0.60 I Peak Period: 7:45 A - 8:45 A 3B 0.0% 0.50 Checked By: Nancy Intersection 0.5% 0.54 Prepared For: TP&E 22 11 I TC2 Traffic Count Consultants,Inc. 13823 184th Ave NE,Woodinville,WA 98072 I Phone:(425)861-8888 FAX:(425)861-8877 Vehicle Volume Summary Intersection: Whitworth Ave&Alley Date of Count: Wed 10-18-00 ILocation: Renton Checked By: Nancy Time From North on(SB) From South on(NB) VVhitworth Ave 1Nhitworth Ave Alley From East on(WB) From West on(ES) Interval Interval Alley Total Ending at T L S R T L S R T ., S R T L S R :::::1: :: 7:30A 0 0 1 3 0 0 0 1 0 0 2 0 0 0 1 0 0 7 8:00 A 0 0 1 22 2 4. 1 I 4.... 1 4, 3 0...0 1 0 .0 0 2 4,4 0 .4 1 32:•:•::9:::::: 8:30 A 0 0 1 59 0 0 0 1 2 0 1 2 1 0 13 4 2 85 ::::::::1::::::::::0::: :::::5::::: 9:OOA 0 1 1 0 0 2 1 0 0 • 0 3 0 0 0 1 0 9 :::::0:::: 9:30A 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 10:OOA 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 1 132 5 1 3 14 '2 0 5 8 6 0 29 11 12 228 Total O ) 4 il 1 9 ) 2 0 I 2 4 1 30127 ( 9110 184 117 12 9 46 184 Approach7Ew 0% , 8% 0% 0% 1% PHF 0.50 ' 0.60 0.58 0.58 0.54 Legend: T=Number of heavy vehicles(greater than 4 wheels) I I.=Left-Turn S=Straight R=Right-Turn 'HVr-Heavy Vehicles PHF=Peak hour Factor(Peak hour volume!(4*Highest 15 minutes)) Prepared For: TP&E TM00y822 • 12 I I TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)861-8868 FAX(425)881-8877 Turning Movement Diagram I 81 > d i 89 12 3rd St 3rd St 0 84 6 I A A 0 _....) 0 _a 4 0 0 I455 i 0 435 1 e - 455 398 435 Iv 51 _ A V 0 6 32 o I t o 115 38 Check I I 3 e 153 n: 562out: 562 I • %HV PHF IIntersection: 3rd St&Whitworth Ave South EB 5.1% 0.81 Location: Renton WB nla nla Date of Count Wed 10-18-00 NB 2.8% 0.63 I Peak Period: 7:45 A - 8:45 A SO 0.0% 0.62 Checked By: Nancy Intersection 4.3% 0.78 IPrepared For: TP&E TM00y621 I 13 I I I I IC 2 TraffIcCount Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)861-8866 FAX:(425)861-8877 IVehicle Volume Summa Intersection: 3rd St&Whitworth Ave South Date of Count: Wed 10-18-00 ILocation: Renton Checked By: Nancy 1 , Time From North on(SB) From South on(NB) — From East on(WB) From West on(ES) Interval Interval VVhitWorth Ave Whitworth Ave , 3rd St 3rd St Total EndinflatT I. S ., R T " L S R .... T , L ... S R T L ... S R I 7=1:4:A::::::::0:::, 1:::;:'::::::15::::••;:::::::9:::::::::::9.::::::::::P.::::::::::::1:::::::::::P.::::::::9:::::::::9::::::::::9::::::::::9:::: ::::4::::'..:::0.::::::::a::::::::1::: :::::::Ze::::::: 7:30 A 0 1 3 0 0 0 1 1 0 0 0 0 0 0 90 2 98 ::::ti:46:A:i.:: ...:0'...... ::::::t:i:: ::::1:1.: ::::::.0::::::!.`:;:::.0.f:: ':::::::P:*: ':::::: :``...:::.1::::1:*'.:ti::::0.:i: : :0:1'::::0::::: :::::itil:i:0::::: :::14.::: :::.*::::::.:::::*:::?:: 8:00A 0 1 17 0 1 0 3 3 0 0 0 0 2 2 87 8 121 :.*::::2::::: ......:1Z4::h:f)::::::::::::0::: ::::::9):::::':::::1:::::: ::::R:::::::.:Olitr.:9::::\:,:::.:0:::::: *.....:0•:::: A:::::::::1::::: ::i02::::::::3::::::::::::124:::::: 8:30 A 0 0 28 0 0 0 1 12 0 0 0 0 3 .. 2 * 107 31 181 ...15:45:A::::::::Q::: ::::2:::::::::::7::::::::::0:::::::::::0.::: :::::e:::::: :::::1:::::: ::-.44:::::::0:::: ....:::f1:::: :::::11:::::'::::0::: :::11:::,::::::1::::: :::1:02:1::::9:::: :1::::::: 28:::::::, 9:OOA 0 0 0 0 0 0 1 2 0 0 0 0 1 3 104 3 113 :::6:t6:A::::::::0::: :::.i:0:::.:!.::.:j:P: ::::::::.:P::::'::::::0:::_::::::0:::::: :::::(1:::::_::::i(t.:::,::::: :4::::0:::: :: : ::Q:i:i ::;:cti:1::::11:::: i:i:P:i::: :A ':•!.:::::::::0::::::::, 9:30A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 :::ik45:A:::::::A: ::::0:i::: -.....:0::.:i:::.::::.:0:i::: :::0::: ::::::ifif::::::: :::::0:::: ..:::(11::::Nii:i0::.:4::::6:::: :::::b::::: ::::Q:::: ..:.::#::: :::::0:::: :::11: ::::-.0.:i: ::::::::*:::::::: 1 _ 10:00A 0 0 0 0 , 0 0 ' 0 0 0 0 , 0 1 0 0 ' 0 0 : 0 0 Total ISurvey 0 8 83 0 1 0 12 36 0 0 0 0 32 9 729 62 939 Total 015 184 ) 0 11 ore ] 32 0 0 1 0 I. 0 23 1 4 i 398 T 51 562 Approach I , APProach 69 38 0 455 . 562 %HV 0% 3% n/a 5% 4% PHF 0.62 0.63 n/a 0.81 0.78 I I Legend: T=Number of heavy vehicles(greater than 4 wheels) L=Left-Turn S=Straight . R=Right-Turn I HV=Heavy Vehicles PHF=Peak hour Factor(Peak hour volume/(4•Highest 15 minutes)) Prepared For: TP&E TM00y821 I I 14 I I • • TO Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 . Phone:(425)881-8868 FAX(425)881-8877 Turning Movement Diagram 41 > v, 14 Y a d 21 20 'C 0 S 4th St 11 4 6 S 4th St A A 11 .4_:.,) 265 251 263 362 _, 4 �---_r--, 356 9 I- 97 86so Pm- 93 , V 2 - A V 3 0 1 eu 44 7 4 Check i In: 385 L t 11 Out: 385 %HV PHF Intersection: Moms Ave S&S 4th St EB 0.0% 0.56 Location: Renton WB 0.0% 0.88 Date of Count: Wed 10-18-00 NB 0.0% 0.50 Peak Period: '7:30 A - 8:30 A SB 0.0% 0.48 Checked By: Nancy Intersection 0.0% 0.75 Prepared For: THE . TM00y826 I 15 I TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)881-8866 FAX:(425)861-8877 Vehicle Volume Summa Intersection: Morris Ave S&S 4th St Date of Count: Wed 10-18-00 Location: Renton Checked By: Nancy Time From North on(SB) From South on(NB) From East on(WE) From West on(EB) Interval • Interval Morris Ave S Morris Ave S S 4th St S 4th St Total EnclIngatTL S R T L SRTL S R T L S R 7:30A 0 5 2 3 0 0 0 0 0 0 46 2 1 2 181 79 8:00 A 0 0 1 3 0 1 0 1 0 1 53 2 0 . 3 10 1 76 8:30A0 5 1 5 0 1 0 00 0 50 4 0 3 39 1 109 ::::8:45:A:::: 9:00A 0 0 0 2 0 0 0 0 0 0 36 1 0 , 0 10 0 .49 t5:A:::: 9:30A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 :•:•0•:- 10:00A 0 0 0 0 0 0 0 0 0 000 0 0 00 0 Total ISurvey 0 17 6 24 0 4 0 3 1 3 401 18 1 12 135 5 628 Total 0 1 6 ' f 4 11 0 1 0 1 , 0 I 1 I 251 I 11 0 19 ( .661• 2 .386 I Approach 21 4 263 97 0% 385 %HV 0% 0% 0% 0% PHF 0.48 0.50 0.68 0.56 0.75 I Legend: T=Number of heavy vehicles(greater than 4 wheels) L=Left-Turn S=Straight R=Right-Turn HV=Heavy Vehicles PHF=.Peak hour Factor(Peak hour volume!(4•Highest 15 minutes)) Prepared For: TP&E TM00y826 16 City of Renton 05'6 I Weather :CLEAR Transportation Systems Division Study Name: TMC056A Counted by:RWM Traffic Operations ✓M Site Code : 00000000 Board 11 :T-0919 200 Studies r' Start Date: 10/24/00 Surface :DRY Page : 1 CARS/PEDESTRIANS,HEAVY VEHICLES IMORRIS AV S IS 3RD ST IMORRIS AV S IS 3RD ST. ISouthbound r !Westbound !Northbound (Eastbound Start I • I I I IIntvl. Time I Left Thru Right Otherl Left Thru Right Other! Left_Thru Right Other! Left Thru Right Other! Total 10/24/00 I 1 1 06:151 3 0 0 01 0 0 • 0 01 0 0 1 31 1 52 0 01 60 - 06:301 1 3 0 21 0 0 0 11 0 0 3 11 1 52 1 01 65 06:451 3 3 0 21 0 0 0 01 0 0 2 11 0 73 1 01 91 Hourl ' 7 6 0 41 0 0 0 11 0 0 6 51 2 183 2 01 216 I ' 07:001 2 2 0 01 ; 0 0 0 01 0 2 0 11 2 53 1 21 65 87:151 2 4 0 11 0 0 0 21 0 0 1 41 2 50 0 01 66 87:301 5 2 8 41 0 8 0 21 0 0 1 21 3 69 0 31 91 07:451 2 7 8 01 8 0 0 01 0 0 1 51 0 93 1 01 103 Hourl 11 15 8 51 8 • 8 0 41 0 2 3 121 7 265 2 : 51 • 331 08:001 3 1 8 11 0 8 8'. 11 0 1 1 II 1 49 5 01 ' 64 08:151 0 8 8 01 0 0 0 01 0 0 2 11 0 41 4 01 48 -- 08:301 2 1 8 01 8 8' 0 01 0 0 3 11 1 60 1 01 69 88:451 6 4 0 11 0 0 0 31 0 0 3 41 1 96 3 31 124 Hour! 11 6 0 21 0 • 0 0 ' 41 0 1 9 71 3 246 13 • 31 385 • I Total! 29 21 0 111 0 0 0 91 0 ' 3 18 241 12 694 17 81 852 % Apr. I 43.2 40.2 - 16.41 - - - 100.01 - 6;6' 40.0 53.31 1.6 94.9 2.3 1.01 ' - % Int. 1 3.4 3.1 - 1.21 - - t 1.01 - 0.3 2.1 2.81 1.4 81.4 1.9 0.91 - I I I I I I I_ • • • • . . l - • 17 • City of Renton ' Weather :CLEAR Transportation Systems Division Study Name: TNC056A Counted by:RWM Traffic Operations Site Code : 00000000 Board 11 :T-0919 2000 Studies Start Date: 10/24/00 Surface :DRY Page : 2 CARS/PEDESTRIANS,HEAVY VEHICLES IMDRRIS AV S' IS 3RD ST IMORRIS AV S IS 3RD SI ISouthbound !Westbound' !Northbound !Eastbound ' Start I ' 1 I I lIntvl. , -- Time I Left Thru Right Other! Left Thru Right Otherl Left Thru Right Other! Left .Thru Right Otherl Total Peak Hour Analysis By Entire Intersection for the Period: 06:15 on 10/24/00 to 08:45 on 10/24/00 I Time 107:00 I 07:00 1 07:00 107:00 I Vol. I 11 15 0 51 0 0 0 41 0 2 3 121 7 265 2 51 Pct. I 35.4 48.3 0.0 16.11 0.0 0.0 0.0 100.01 0.0 11.7 17.6 70.51 2.5 94.9 0.7 1.71 Total I 31 I 4 I 17 I 273 I High 107:30 107:15 ' I 07:45 107:45 ' I Vol. I • 5 2 0 41 0 0 0 21 0 0 1 51 0 93 1 0) ' Total I 11 I I 2 I 6 I 94 I PHF 10.705 I 10.500 10.708 10.742 1 • ^CARS,'F'EDESTRIflNS 9 MORRIS AV S :'HEAVY VEHICLES 5.0," el14 4 0r 1 " 7 7 .. 5 '': 15 11 9 q• - 4 . � '' Inbound 31 Out bound '3 3„ I'. Total 40 Qr 0 no 0 1 4, 7 .. 7 ." 0f�1 O Inbound 279 Inbound 4— • 4-Out bound O . Out bound 279 0 250 Total 279 'total 283 0 Qr 265 " 15 I n. 3 265 C:-TS 2 " 0 11 Inbound 17 S 3RD ST Outbound 17 n. 5 ; Total 34 5 •" . , N 0 2 3 1a i 15 "• 0 •" 0 •• 0 0 / I \ / I \ ., O � 3 12 North is rlORRIS AV S I . I 18 ► d9r City of Renton Weather :OVERCAST Transportation Systems Division Study Name: TMC105P Counted by:DRL Traffic Operations pie Site Code : 00000000 Board ti :D4-1029 2000 Studies Start Date: 10/17/00 Surface :DRY Pape . J CARS/PEDESTRIANS,HEA'VY VEHICLES ISHATTUCK 1W 5 15 4TH ST ISHATTUCK AV S IS 4TH Si ISouthbc.und IWestbound 'Northbound 'Eastbound Start I L . 1 I I IIntyl. Time 1 Left Thru! Right Otherl Left Thru Right Otherl Left Thru Right Otherl Left Thrm Right Otherl Total ' 10/17/00 I I I I - 14:301 31 28 0 01 25 0 24 01 " 0 21 18 01 0 1 0 01 148 14:451 26 19 1 Iii 26 3 19 171 4 19 41 0i 1 0 0 31 190 Hourl 57 47 1 111 51 3 43 171 4 40 59 01 1 1 0 31 338 I I I 1 1 _ 15:001 28 44 2 331 25 0 2'3 281 1 25 22 11 1 4 3 01 246 15:151 20 ' 23, 0 01 20 *0 19 01 0 9 20 01 0 0 0 01 III _ 15:301 22 19! 0 01 17 0 27 31 0 20 21 01 0 0 0 01 129 15:451 30 19 0 01 27 1 28 31 1 14 28 01 0 0 0 II 152 Hourl 100 105! 2 331 89 1 103 341 2 68 91 11 1 4 3 11 638 I I 16:001 17 23' 0 11 25 1 26 01 ' 1 26 20 01 0 0 0 01 140 -- 16:151 32 18' 0 11 28 0 21 11 0 16 26 01 1 0 • 0 01 148 16:301 41 16 0 01 23 0 26 11 0 22 26 01 0 0 0 01 155 16:451 46 30 0 01 23 0 • 33 0i 0 27 3, 31 0 0 0 11 194 Hour' 136 87 0 21 99 1 106 21 1 53 105 31 1 0 0 11 637 I Total! 293 239 3 461 239 5 252 531 7 201 255 41 3 5 3 51 1613 % Apr. I 50.4 41.11 0.5 7.91 43.5 0.9 45.9 9.61 1.4 43.0 54.6 0.81 18.7 . 31.2 18.7 31.21 - % Int. I 18.1 14.8, 0.1 2.81 14.8 0.3 15.6 3.21 0.4 12.4 15.8 0.21 0.1. 0.3 0.1 0.31- 1 I I I • 19 City of Rtntci Weather :OVERCAST Transportation Systems Division Study Name: TIICIOSP Counted by:DRL Traffic Operations Site Code : 00000000 Board 11 :D4-1029 MO Studies Start Date: 10/17/00 Surface :DR`! Page . CARS/PEDESTRIA?1S,HEAV? VEHICLES - ISHATTUCK AV S IS 4TH 5T !SHATTUCK AV S IS 4TH ST ISouthbaund ' 'Westbound 'Northbound 'Eastbound '- Start I I I I Ilnt'vl. Time I Left Thru Right Ot•hert Left Thru Right Other! Left Thru Right Other! Left Thru Right Otherl Total_ Peak Hour Analysis B, Entire Intersection for the Period: 14:330 on 10/17/00 to 16:45 on 10/17/00 I Time 1 14:30 1 14:30 114:30 114:30 I Vol. I 105 114 3 441 96 3 91 451 5 74 101 11 2 5 3 31 - Pct. I 39.4 42.8 1.1 16.51 40.8 1.2 38.7 19.11 2.7 40.8 55.8 0.51 15.3 38.4 23.0 23.01 Total I 266 I 235 I 181 I 13 High 1 15:00 I 15:00 1 14:45 ' 15:00 I Vol. I 28 441, 2 331 25 0 29 281 4 19 41 01 1 4 , 3 01 Total I 107 I 62 I 64 I 8 I PHF 10.621 10.716 10.707 10.406 1 • 'CARS/PEDESTliIANS SI•IcT-i uc'-; MI S "1-HE(WY .'E1-1 I CI_ES 44 3 , ''" 1 12 '" 1 02 '31 Z111 I' ` 1111 1135 ••- . •• 45 � . li:;? 11 -, I r',b.:.l_l rid 1_66 �ilpr t► tYumere caucimiumilose i 0 to t bound L E.7 a + I I I T�.�'L.c,1 1+; 3 �4841R4049 wkw� 9FIEVA t 'tsVEN 3 .... 0 91 1 1 3 �4 •� ._.__.._...__.__......._._._._.._____.._._-__.-_-.._..__.... .7 n' r 03 L 2 ' ' 0 I nbcql'r,d 13 Inbound 23`i---.----- __-- _ -LOutbound 11 Outbound 211 96 fatal c_4 r cot ail 446 '` r1t 9r=. ti .-. 101 1_. 3 • . 0 � 1�� OL iEmMiQGefillilla i6Ggiu tEdilig'Kt'•atialinill: 1 ',i I 1 u t:bound 21 3 :,a-- If`4'4�14f4Gil+Ellti¢Cf itHli4'{!B&lWtBimEti'Y PI 3 ,:' 3 5 „ 73 1.01 1 7 • ' r,, 11.4 ., 0 . . 1 ., 0;> ' '' t 1 0i "=,is _.._-:_-._ .._--..._.-.._ =_.__.__= i' .._._..._-- / I .. ..-•---_--.... •74 l el 1 1 1 21 ' I'•lor t h S1-11-A•T TUC'•K AV S 1S I 20 1 1 i TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)881-8866 FAX(425)861-8877 Turning Movement Diagram 405 m Y a214 191 8 3rd PI 153 !i Alley L • 98 88 w im- 132 1 9 V 82 a 98 99 3 m > • u 1 x 266 200 Check .. In: 642 486 Out: 642 %NV PHF Intersection: Shattuck Ave S© S 3rd PI/Alley EB 0.0% 0.92 Location: Renton WB 0.0% 0.38 , Date of Count: Wed 10.18.00 NB 0.5% 0.88 Peak Period: 1 2:45 P - 3:45 P. SB 2.3% 0.80 Checked By: Kg Intersection 0.9% 0.74 Prepared For: T P 8 E Tm00u818 21 • • TC' Traffic Count Consultants,Inc. 13823 184th Ave NE,WoodlnNiie,WA 98072 Phone:(425)861-8886 FAX:(425)861-8877 Vehicle Volume Summery Intersection: Shattuck Ave S® S 3rd PI/Alley Data of Count Wed 10.18.00 Location: Renton Checked By: Kg Time From North on(SB) From South on(NB) From East on(WB) From West on(EB) Interval Interval Shattuck Ave S Shattuck Ave S Nley S 3rd PI Total Ending at T L S R T L S RTL S RTL SR :::2:45:P;}} :,:;1:}; ::{2•::{::32:: ::•::8:•:: :•:•0:•: :_{:23 :::::28:: ::0:;:::}O:•::••o:_:}:::::P::::: ::_::1:::::16: :.{a};{:}{7 :, :•::};116_{_:•: 3:00 P 2 1 45 12 0 21 20 0 0 2 0 0 0 16 1 17 135 ::::::2::::: ::'#6:; 3:30P 2 1 , 38 8 0 29 28 00 17 0 9 0 21 0 15 166 q .. . ... : .. .. A. .. .A .. 3:45 P::: ::U::: ::3::: ::24::. ::17•::: ::0 .:•24:•:: .:23:: :::1:::::f.7•:: ;:;:}}:: r 4:00 P 0 0 34 13 0 22 15 4 0 4 0 1 0 23 r 0 8 124 ::::0::::::::::4::::: ::36:: :.:?2: :p:: ::: :: .:: ?:' :::*::: ::t)i::..:5:.::.:A:::`::2::'::q::::p:::: .;:o.:;:: •:::14:: 4:30P 0 0 . 30 15 0 22 17 0 0 3 0 1 0 19 0 12 119 ':4:A5:P-: • '•:•0:•: ':•:0:•:• ..•:0::• ...:0::•:• .•:•0::• .•:•O:•:•: ..•:a:•:: •:•:0:: :•:0:: :•:0:•:-::.•:o:•:•:::•:0•:•: •:•:0•::::•:o •:••:: t1•:•: .•:0:•:• :...•:G:•:•::•: 5:OOP 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - ::0;45:P::::: ::::Q:::::.:::0::::: .:0:: '..:!}::: ::0:::.:::0::::: .:4:: .:R:::: .: .::0.:: •.:fl:: 0 :,: :p::: .:Q:::.:0::::•:::Q:::: 5:30P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tote! Survey 8 10 285 104 1 190 176 9 0 83 2 28 1 150 2 103 1142 .4a .P9s Total 5 151Ei153i': .:.l 56 1 1 98 1 99 1 3 0 1 71 1 2 1 23 0 1 69 ' 1 1 62 642 Approach 214 200 98 132 642 %HV 2% 1% 0% 0% 1% PHF 0.80 0.88 0.38 0.92 0.74 Legend: T=Number of heavy vehicles(greater than 4 wheels) L=Left-Turn S=Straight R=Right-Turn HV=Heavy Vehicles PHF Peak hour Factor(Peak hour volume/(4•Mghest 15 ninths)) Prepared For. T P&E Tm00u616 22 0 V V f i-_I City of Renton Weather :PARTLY CLOUDY Transportation Systems Division Study Name: TNC855P anted by:DRL Traffic Operations /^ Site Code : 00000000 and 11 :D4-1029 2000 Studies Q Start Date: 10/18/00 Surface :DRY Page : 1 CARS,PEDESTRIANS,HEAVY VEHICLES ISHATTUCK AV S IS 3RD ST ISHATTUCK AV S IS 3RD ST ISouthbound (Westbound (Northbound (Eastbound Start :I 1 I I I lintel. Time I Left Thru Right Other! Left Thru Right Other! Left Thru Right Dtherl Left Thru Right Other! Total 18/18/00 I II I 14:381 4 18 ' 8 21 8 0 8 ll 0 19 22 21 0 168 28 21 278 14:451 6 9 8 11 8 0 0 21 0 14 24 11 0 182 24 11 264 Hourl 10 19 0 31 0 0 0 31 • 0 33 46 31 0 370 52 31 542 1 1 I 1 I 15:081 5 10 8 21 8 0 0 01 0 20 26 31 5 179 23 31 276 15:151 2 12 : 0 21 0 0 0 11 0 15 27 11 4 173 21 21 266 15:301 1 12 8 11 8 0 8 21 0 15 21 41 4 232 23 21 317 15:451 7 18 0 31 8 8 0 01 0 10 23 11 2 259 28 11 344 :Hour! .. 15 : 44 8 81 8 0 8 31 8 68 97 91 15 843 • 95 : 81• 1197 . 1 ' ' 1 1 1 1 16:'•'1 2 11 8 lI 0 0 8 21 0 11 21 11 2 286 48 21 379 L16:151 4 ' ' 9 8 : : - 61 8 ' 8 8 21 0 10 27 . 41 4 248 35 21 344' ' 16:301 1 18 ' 0 81 0 0 0 21 0 17 28 31 2 296 30 21 401 16:451 3 10 ' 8 61 0 8 8 11 0 14 21 61 5 250 34 11 353 Hour! 18 40 . ' 0 211 0 8 • 0 71 8 52 97 161 13 1074 140 71 1477 1 I I I -- Totall 35 103 8 321 0 0 0 131 0 145 240 281 28 2287 287 181 3216 % Apr. I 20.5 68.5 1 - 18.81 - - - 100.01 - 35.1 56.1 6.71 1.0 67.2 10.9 0.61 - % Int. 1 1.0 3.2 - 8.91 - - - 0.41 - 4.5 7.4 0.81 0.6 71.1 8.9 0.51 - I I I I ) I I I I I • • 23 City of Renton leather :PARTLY CLOUDY - Transportation Systems Division Study Name: TNC055P.,. Counted by:DRL Traffic Operations Site Code : 00000000 -card #a 04-1029 2000 Studies Start Date: 10/18/00 urface :DRY Page : 2 CARS,PEDESTRIANS,HEAVY VEHICLES ISHATTUCK AV S 15 3RD ST ISHATTUCK AV S 15 3RD Si ISouthbound !Westbound INarthbound !Eastbound ' Start I I I I Ilntvl. Time I Left Thru Right Otherl Left Thru Right Otherl Left Thru Right Otherl Left Thru Right' Otherl Total Peak Hour Analysis By Entire Intersection for the Period: 14:30 on 10/18/00 to 16:45 an 10/18/00 1 Time 116:00 116:00 116:00 I. 16:00 I Vol. I 10 48 0 211 ` 0 0 0 71 0 52 97 161 13 1074 140 71 Pct. I 14.0 56.3 0.0 23.51 0.0 0.0 0.0 100.01 0.0 31.5 58.7 9.61 1.0 87.0 11.3 0.51 Total I • 71 I 7 I 165 I 1234 I High 116:15 116:00 116:30 I 16:30 1 Vol. I 4 9 0 61 0 0 0 21 0 17 28 31 2 298 30 21 Total I 19 I 2 I 48 I 332 I . PHF 10.934 10.875 10.859 10.929 1 • • • "CARS, PEDESTRIANS • SHATTUCK AV S - "HEAVY VEHICLES 21 ,'1" 0 40 10 5 t-, 0 0 0 13 1 ,i, 040 10 65 7 7 I•r•rbc.urrd 71 tgemaisie,go ing' , << I] ►t bound 65 ,� ,, Total 138 0 0 ----- ti 0 .'. 1.3 "• 0 0 13 • .. 0 I rrbourid 1234 I rrbound 7 -{1'ut bound 0 Out bound 1 181 0 ^'1051 Total 1234 Total 1188 0 0 - 1074 23 . --•— --- • 97 • ti 139 1074 1181 140 " 1 10 Irrbourrd 165 S 3RD ST Out bound co t rod 180 7 i, Total 345 . . 7 140 0 51 ' 94` 16 • 40 0 1 3 ' 0 / I \ •---•- / I \ - ;7 0 5:-' 97 : 16 -- Nort h '3 SHATTUCK AV S 24 TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)861-8866 FAX(425)881-8877 Turning Movement Diagram 124 > a, d t 31 93 i 4th St 18 0 13 4th St 49 146 124 176 297 4 .4 , 3 _I 300 43 151 105 124 V 3 A V 4 1 8 d egi VI 8 11 I Check In: 369 < 17 > out: 369 •/.HV PHF intersection: Whitworth&4th EB 2.0% 0.61 Location: Renton WB 0.0% 0.72 Date of Count: Wed 10-18-00 NB 0.0% 0.39 Peak Period: 2:30 P - 3:30 P SB 0.0% 0.35 Checked By: Nancy intersection 0.8% 0.89 Prepared For. TP&E TMO0y618 25 TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)881-8866 FAX:(425)861-8877 Vehicle Volume Summary Intersection: Whitworth&4th Date of Count: Wed 10-18-00 Location: Renton Checked By: Nancy , I , Time From North on(SB) From South on(NB) From East on(WB) From West on(EB) Interval Interval Whitworth Ave _Whitworth Ave 4th St 4th St Total Ending at T L S R T L S R T L S R T L SR ::::::::1::::::: :::::P::::: ::::11::: ::::1:::: 3:00 P 0 2 0 1 0 1 0 0 0 3 38 20 2 15 25 2 107 • 3:30 P 0 1 0 4 0 0 4 0 0 . 0 0 20 5 0 2 19 0 51 ::::::::64::::::: 4:00 P 0 2 ' 0 1 0 0 r0 0 0 0 34 5 0 1 30 1 74 ::::::I::::: :::56:::: ::::0:::: 4:30 P 0 4 0 7 0 1 0 0 0 0 37 1 0 7 41 1 99 ::::0::: 5:OOP 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 23 1 34 0 5 1 6 0 3 279 -64 3 59 248 5 728 Total 0 1 13 to ) 18 0 1 4 ir6 0131 124 ( 49 3 I 43 I 105 1 3 369 Approach 31 11 176 151 369 - - %HV 0% 0% 0% 2% 1% PHF _0.35 0.39 0.72 0.61 0.69 I , Legend: T=Number of heavy vehicles(greater than 4 wheels) L=Left-Turn S=Straight Ft=Right-Turn HV=Heavy Vehicles PHF=Peak hour Factor(Peak hour volume/(4*Highest 15 minutes)) Prepared For: THE TM00y618 26 TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)861-8866 FAX(425)86143877 Turning Movement Diagram 107 84 23 St Anthony Rectory Driveway 48 36 2 Parking lot A 0 124 0 0 125 1 0 10 0 1 0 10 V 1 • 78 23 a • 37 109 Check In: 194 c 146 out: 194 %HV PHF Intersection: Whitworth Ave S @ St Anthony Rectory/Parking lot BB 0.0% 0.25 Location: Renton WB Na nla Date of Count: Wed 10.18.00 NB 0.9% 0.62 Peak Period: 2:45 P - 3:45 P SB 0.0% 0.54 Checked By: Kg Intersection 0.5% 0.66 Prepared For. T P&E Tm00u617 27 • • TC2 Traffic Count Consultants,Inc. 13823 184th Ave NE.Woodinville,WA 98072 Phone:(425)881-8868 FAX:(425)861-8877 Vehciceo Volume Summary_ Intersection: Whitworth'!Ave S®St Anthony Rectory/Parking lot Date of Count Wed 10.18.00 Location: Renton Checked By: Kg Time From North on(SB) From South on(NB) From East on(WB) From West on(EB) Interval Interval Whitworth Ave S Whitworth Ave S Parking id St Anthony Rectory Driveway Total Ending at T L S R IL S RTL S R T L SR :•:•0:: 7:::;::_:;:5:;:,:,;:_:O:r:::_:0:;::::;:0:;:::::O:::::.:0;:_:_::;:0_:}:_::.:}:;:;::t1:_:;_:::Q:,{ 3:00 P 0 0 , 1 14 0 37 4 3 0 0 1 0 0 0 0 0 0 59 3:•15 F::: :::4:::::.:R::: .:14:: ..:14::: :::•1:::: .:::4::::. .::0. :::::0:::: ::::0;::: 3:30P 0 0 7 8 0 10 10 3 0 0 0 0 0 0 0 1 39 :•3:46P :: . :::0::•: :!3::: ..:•6::::::: ::D:;:.::8::: .::4:: .:II:::::•rE i:::0::w : 0::�.:G:: ::G::�.:0•::..:r:d: '::0:: ...:22::: 4:OOP 0 0 3 5 0 2 4 0 0 0 0 0 0 0 r 0 0 14 ::::0:::::::::4::::: 4:30P 0 0 6 5 0 3 5 0 0 0 0 0 0 0 0 1 20 :::o•:: ..:a:•:; .:o:: ..:o:•:: ..:a::: .:o:: •:::o:•: .:o:: ::o:::::•:o•:•: .::•o:•: :...:o:::: 5:OOP 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ::::4:::::.:p: .:a::.'..:0-::: o::;:.:::4:::::: .::Q:;:;: 5:30P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 2 60 63 1 88 42 9 0 0 0 0 0 0 0 2 266 Total 0 1.,.•.2 1 36 1 48 1 1 78 ( 23 f 8 u 1 0 EE EfE SE f 1 (EE ii f 1 1 . 1 194 E: EE Approach 84 109 0 1 194 %HV 0% ' 1% n/a 0% 1% PHF 0.54 0.82 n/a 0.25 0.66 Legend: T=Number of heavy vehicles(greater than 4 wheels) L=Left-Turn S=Straight R=Right-Turn HV=Heavy Vehicles PHF=Peak hour Factor(Peak hour volume/(41Hghest 15 minutes)) Prepared For. T P&E Tm00u817 28 • TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)861-8866 FAX(425)861-8877 Turning Movement Diagram 111 �. Q e 71 40 Alley 0 69 2 Alley 4 111 4 0 6 44 2 _I 17 20 40 8 11 12 A Y 4 16 1 a ° 83 21 Check In: 138 3 104 out: 138 . %HV PHF Intersection: Whitworth&Alley EB 0.0% 0.42 Location: Renton WB 0.0% 0.50 Date of Count Wed 10-18-00 NB 0.0% 0.66 Peak Period: 2:45 P - 3:45 P 8B 0.0% 0.71 Checked By: Nancy Intersection 0.0% 0.62 Prepared For. TP&E TMO0y615 29 TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)861-8866 FAX:(425)861-8877 Vehicle Volume Summary Intersection: Whitworth&Alley Date of Count: Wed.10-18-00 Location: Renton Checked By: Nancy Time From North on(SB) From South on(NB) From East on(WB) From West on(ER) Interval - Interval Whitworth Ave Whitworth Ave Alley Alley Total Endinyat T L S R T L S 11 „,.. T I S R T L S R ::::::::11::::::: 3:00 P 0 1 23 0 0 1 3 0 0 0 0 1 0 0 0 0 29 3:30 P 0 0 10 0 0 1 6 1 0 0 0 2 0 5 , 1 . 2 „. 28 :::::I::::: 4:00P 0 1 4 1 0 0 3 1 0 1 0 1 0 4 1 3 20 ::::0::: ::::0::: :::::5::::: •:::0:::::::::2:::: ::::2::::: git r 4:30P 0 1 14 0 0 0 2 2 0 0 1 0 0 4 2 1 27 ::::(1::: 5:00P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ‘..P0 0 0 :::::0::::: 5:30P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 4 100 2 0 4 30 4 0 6 1 5 0 30 13 20 219 Total 01218910 0 1 4 is 1 ol f 14 0120 ( 8112 138 Approach 71 21 6 40 138 %HV 0% 0% 0% 0% 0% PHF 0.71 0.66 0.50 0.42 0.62 Legend: T=Number of heavy vehicles(greater than 4 wheels) L=Left-Turn Sr--Straight R=Right-Turn HV=Heavy Vehicles PHF=Peak hour Factor(Peak hour volume!(4'Highest 15 minutes)) Prepared For: TP&E 17400y615 30 TCZ Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)861-8866 FAX(425)861-8877 Turning Movement Diagram 38 e - t 31 7 3rd St 0 20 11 3rd St - A 0 o ' 0 0 1053 4 4 , 0 1063 • 4 1063 1026 1063 V 23 A V 0 3 26 4a L ,q i 43 29 Check a In: 1113 c 72 Out: 1113 %HV PHF Intersection: Whitworth Ave&3rd St EB 1.5% 0.94 Location: Renton WB Na Mt Date of Count Wed 10-18-00 NB 0.0% 0.81 Peak Period: 3:30 P - 4:30 P SB 0.0% 0.70 Checked By: Nancy Intersection 1.4% 0.95 Prepared For: TP&E TM00y614 31 Traffic Count Consultants,Inc. 13823 184th Ave NE,Woodinville,WA 98072 Phone:(425)881-8866 FAX:(425)861-8877 Vehicle Volume Summary Intersection: Whitworth Ave&3rd St Date of Count: Wed 10-18-00 Location: Renton Checked By: Nancy Time From North on(SB) From South on(NB) From East on(WB) From West on(ES) Interval Interval Whitworth Ave Whitworth Ave 3rd St 3rd St Total .Endinfiat T , L $ R T L S R T L S :::::9::::: 3:00 P 0 4 . 15 0 0 0 3 1 0 0 0 0 2 4 199 8 234 3:30 P 0 3 6 0 0 04 0 3 7 0 0 0 0 7 4.4 4 194 4 221 ::::0:::: 4:00 P 0 2 , 1 0 0 0 1 8 0 0 0 0 3 2 264 5 283 .:::0::: :::::1:::::: •:':4•:•: 4:30 P 0 4 7 0 0 0 1 6 0 0 0 0 3 1 263 7 289 ::::et::: 5:00P . 0 0 0 0 0 00 0 0 0 0 0 0 0 0 , 0 0 6;i5:A:::: ::::9:::: 5:30P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 30 65 0 0 0 14 48 0 0 0 0 32 15 1779 51 2002 Total o 0101312e 0 I 0 f 0 I 0 16 4 I 1026 I 23 1113 .1 Approach 31 29 0 1053 1113 %HV 0% 0% n/a 2% 1% PHF 0.70 0.81 n/a 0.94 0.95 Legend: T=Number of heavy vehicles(greater than 4 wheels) L=Left-Turn 92 Straight R=Right-Turn HV=Heavy Vehicles PFIF=Peak hour Factor(Peak hour volume/(4"Highest 15 minutes)) Prepared For: TP&E TMO0y614 32 , TC2 Traffic Count Consultants,inc. 13823 184th Ave NE,Woodinville,WA 98072 Phone:(425)881-8868 FAX(425)881-8877 Turning Movement Diagram 84 y, cn d 55 29 x S 4th St 25 0 30 S 4th St A v - x 15 161 134 151 289 'El _ 295 i 14 128 113 144 N 1 A v 2 0 1 Y W i d p 3 3 Check i In: 337 C 6 I Out: 337 %HV PHF Intersection: Mortis Ave S©S 4th St ES 0.0% 0.82 Location: Renton WB 0.7% 0.90 Date of Count: Wed 10.18.00 NB 0.0% 0.38 Peak Period: 2:45 P - 3:45 P SB 0.0% 0.72 Checked By: Kg Intersection 0.3% 0.84 Prepared For: T P&E Tm00u819 33 i a TC Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)861-8868 FAX:(425)861-8877 Vehicle Volume Summa Intersection: Monis Ave IS®S 4th St Data of Count: Wed 10.18.00 Location: Renton Checked By: Kg lime From North an(SB) From South on(NB) From East on(WB) From West on(Ell) Interval Interval Monis Ave S Mortis Ave S S 4th St S 4th St Total Ending et T L S R T L SRTL SRTLSR : :::0:::::.: I:::: ::: .:::_,r':5}: :.o:::..:;7:}::;_:_":A:::--::o:: :.•:•: :;:;:::.:35}}:.::8:{_ ::0{ :;::o:::;, :22:: :::D::: 3:00 P 0 1 0 9 0 1 0 1 0 2 32 50 2 280 81 3,15 R :: :::R:::::::•t4:: .:o-:: ..:6:::: ::Q:::.:::Q:::::: :•:::Q:::: :..: 3:30P 0 8 0 3 0 0 00 1 0 28� 5 0 , 2 _1 27� 1 72 :.:::4•:•::: .:•U•:: .:It:::: .::0 :35:: ?I:•:`:0:•: .:4:::::25•:7:•:•:0:' ::84}::: 4:00 P 0 6 ' 0 0 0 0 0 0 0 0 41 60 2 230 76 4:30 P 0 3 0 4 0 A 1 0 00. 0 1 35 6 0 3 A 20 + 1 74 :4i?IS:f?:: .:o:: '::a:: :::a:: :.::a::: .:d::y :.:o::: .:o::: .:o:: .:d::�:�:::; •:a:•:•::::o 5:OOP 0 0 0 0 ,0 0 0 0 0 0 0 0 0 0 0 0 0 ':::Q:::::.:0::: .:o::: '..:a::: ::Q:::.:0::: .:fl:: ::4::::D::: :::;Q:;:;::::fl:: :::::0::: 5:30P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 42 0 38 0 4 0 1 • 1 4 302 35 0 21 199 2 648 Tote! ' 0 1 30 1 0 ( 25 0 1 2 1 0 1 1 1 2 ) 134 ( 15 0 1 14 r 113 1 1 337 Approach 55 3 151 128 337 %i V 0% • 0% 1% 0% 0% PHF 0.72 0.38 0.90 0.82 0.84 Legend: T=Number of heavy vehicles(greater than 4 wheels) L=Len-Turn S=Straight R=Right-Turn HV=Heavy Vehicles PHF=Peak hour Fedor(Peak hour volume/(4'HIghest 15 minutes)) Prepared For: T P&E Tm00u619 • • 34 City of Renton 05 b r Weather :RAINY Transportation Systems Division Study Name: TNC056P ',punted by:DRY Traffic Operations.a vi ' Site Code : 00000000 card $1 :D4-1029 2000 Studies Start Date: 10/16/00 '- urface :DRY Page : 1 • Vehicle group 1,Vehicle group 2 INORRIS AV 5 IS 3RD ST Il1ORRIS AV S IS 3RD ST ISouthbound (Westbound (Northbound (Eastbound Start I I I I Ilntvl. Time I Left Thru Right Otherl Left Thru Right Otherl Left Thru Right Otherl Left Thru Right Otherl Total •10/16/00 I I I I 14:301 11 4 0 51 0 0 0 01 0 2 2 71 3 197 2 01 233 14:451 13 7 0 21 0 0 • 0 2i 0 0 3 31 2 202 1 01 235 Hourl 24 11 0 71 0 0 0 21 0 2 5 101 5 333 3 01 468 I 1 1 • 1 1 15:001 8 3 0 21 0 0 0 11 0 2 1 51 5 199 • 0 31 229 15:151 10 5 0 11 0 0 0 01 0 5 3 51 5 202 1 11 242 15:301 11 3 0 51 0 0 0 01 0 5 4 31 1 239 4 01 275-' 15:451 6 2 0 11 0 0 0 NI 0 2 2 21 5 241 7 • 01 268 Hourl 35 11 . 0 91 0 0 0 11 0 14 10 151 16 881 12 • 41 ,1014 ' I 1 I . . , t �'�:}+ice: 16:001 8 12 0 41 0 0 0 11 0 1 3 31 1 254 . 5 11. ;'293: • 6:151 3 5 0 41 0 0 0 11 0 1 3 41 4 246 • 2 . 21. 27‘ 16:301 7 3 0 11 0 0 0 11 0 4 4 21 0 275 4 16:451 2 3 0 61 0 8 0 31 0 0 3 21 6 272 3 01 '300 Hourl 20 23 0 151 0 0 0 61 0 6 13 • 11$ 11 1047 14 .• 31 1169 1 1 I 1 Tcitall 79 51 0 311 0 0 0 91 0 22 28 361 32 2327 29 71 2651 % Apr. I 49.0 31.6 , - 19.21 - - - 100.01 - 25.5 . 32.5 41.81 1.3 97.1 1.2 0.21 - • , % Int. I 2.9 1.9 - 1.11 - - - 0.31 - 0.8 1.0 1.31 1.2 87.7 1.0 0.21 - 1 1 I 1 I 1 I • I I • • 35 City of Renton Weather :RAINY Transportation Systems Division Study Name: TNC056P ':punted by:DRY Traffic Operations Site Code : m00000 Ioard 11 :D4-1029 2000 Studies Start Date: 10/16/00 Surface :DRY Page : 2 Vehicle group 1,Vehicle group 2 MORRIS AV S IS 3RD ST IMORRIS AV S IS 3RD ST ISouthbaund (Westbound • (Northbound !Eastbound Start I I I I Ilntvl. Time I Left Thru Right Otherl Left Thru Right Otherl Left Thru Right Otherl Left Thru Right Otherl Total Peal: Hour Analysis By Entire Intersection for the Period: 14:30 on 10/16/00 to 16:45 on 10/16/00 I Time I 16:00 I 16:00 116:00 I 16:00 I Vol. I 20 23 0 151 0 0 0 61 0 6 13 111 11 1047 14 31 Pct. I 34.4 39.6 0.0 25.81 0.0 0.0 0.0 100.OI 0.0 20.0 43.3 36.61 1.0 97.3 1.3 0.21 ' Total I 58 I 6 I 30 I 1075 I High I 16:00 1 16:45 116:30 I 16:45 I 1 Vol. I 8 12 0 41 0 0 0 31 0 4 4 21 6 272 3 01 Total I 24 I 3 I 10 I 281 1 PHF 10.604 10.500 10.750 10.956 I • 'Vehicle group 1 MORRIS AV S 'Vehicle group 2 15.' 0 23 14 6 , -- — ►2i ., 0 6 11 15 r), 0 23 20 17 6 . 6 Irtbourtd 58 I' Outbound 17 masumietwarommuifilimmieriniss ` Total 75 0 0 ' 11 ., 0 0 11 '' 0 Irtbourtd 1075 Inbound 6 Outbound 0 Outbound 1080 ' 0 ^'1027 Total 1075 Total 1086 ' 0 0 1047 20 13 ti 14 1047 1080 14 " 011 20 Inbound 30 S 3RD ST Outbound 37 .. ..t Ist I. ti 3 , Total 67 3 14 0 6 • 13` 11 23 0 0 0J • 0 / I \ 37 =__—_ _—= =-= - - --- •"__.__._.._ / I \ 0 6 13 11 North MORRIS f y s ;,, 36 --I Level of Service Calculations 37 HCS: Unsignalized Intersections Release 3.2 I1 ne: Fax: ail: ALL-WAY STOP CONTROL(AWSC) ANALYSIS ersection: K-Mart Access & Shattuck Ave. y/State: , nalyst: RMH inject No. : 2000 AM e period Analyzed: e: 11/04/2000 ast/West Street: S. 4th St./K-Mart Access orth/South Street: Shattuck Ave. S. Worksheet 2 - Volume Adjustments and Site Characteristics Eastbound Westbound Northbound Southbound L T R L T R L T R L T R Jiume 0 0 1 36 1 128 0 50 66 74 84 0 Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 Li L2 "'figuration R . LT R T R LT 0.90 0.71 0.71 0.80 0.80 0.73 low Rate 1 51 180 62 82 216 eavy Veh 2 ' 2 2 2 2 2 Lanes 1 2 2 1 _nosing-Lanes 2 1 1 2 onflicting-lanes 2 2 2 2 e netry group 4b 5 5 4b ation, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound LI L2 L1 L2 L1 L2 L1 L2 1--w Rates: Total in Lane 1 ' 51 180 62 82 216 Left-Turn 0 50 0 0 0 101 Right-Turn 1 0 180 0 82 0 --p. Left-Turns 0.0 1.0 0.0 0.0 0.0 0.5 p. Right-Turns 1.0 0.0 1.0 0.0 1.0 0.0 . p. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 eometry Group 4b 5 5 4b Mustments Table 10-40: hLT-adj 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 ar1j, computed -0.6 0.2 -0.6 0.0 -0.6 0.1 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 l w rate 1 51 180 62 82 216 3, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3 .20 3.20 ,_initial 0.00 0.05 0.16 0.06 0.07 0.19 , final value 5.13 5.63 4.84 5.32 4.72 5.36 'final value 0.00 0.08 0.24 0.09 0.11 0.32 ove-up time, m 2.3 2.3 2.3 2.3 38 vice Time 2.8 3.3 2.5 3.0 2.4 3.1 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 low Rate 1 51 180 62 82 216 F vice Time 2.8 3.3 2.5 3 .0 2.4 3 .1 Lization, x 0.00 0.08 0.24 0.09 0.11 0.32 _r. headway, hd 5.13 5.63 4.84 5.32 4.72 5.36 apacity 251 301 430 312 332 466 E'ay 7.84 8 .82 9.07 8.56 7.99 10.57 A A A A A B roach: - Delay 7.84 9.02 8.23 10.57 TJOS A A A B :rsection Delay 9.39 Intersection LOS A 39 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY liersection: S. 3rd P1. & Shattuck Ave. S. lyst: RMH ject No. : 2000 AM ate: 11/04/2000 gt/West Street: S. 3rd P1. th/South Street: Shattuck Ave. S. ersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments or Street: Approach Northbound Southbound 1 Movement 1 2 3 4 5 6 L T R I L T R ume 105 73 136 93 Orly Flow Rate, HFR 115 80 188 129 Lent Heavy Vehicles 2 -- -- -- -- edian Type Undivided Channelized? es 0 1 1 0 ,..figuration LT TR pstream Signal? No Yes or Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R ume 14 22 __'.rly Flow Rate, HFR 17 26 ercent Heavy Vehicles 2 2 --cent Grade (t) 0 0 ian Storage 1 , red Approach: Exists? Storage Channelized? No es 1 1 figuration L R Delay, Queue Length, and Level of Service roach NB SB Westbound Eastbound ovement 1 4 17 8 9 I 10 11 12 ane Config LT L R vph) 115 17 26 (m) (vph) 1243 452 787. /c 0.09 0.04 0.03 queue length 0.25 0.00 0.00 trol Delay 8.2 13.3 9.7 OS A B A noroach Delay 11.1 roach LOS B HCS: Unsignalized Intersections Release 3.2 - ne: Fax: 'ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS ersection: S. 3rd P1. & Shattuck Ave. S. .".'y/State: 1 40 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY ersection: Alley & Shattuck Ave. S. lyst: RMH .,,ject No. : 2000 AM late: 11/04/2000 t/West Street: Alley th/South Street: Shattuck Ave. S. ...ersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments or Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R I L T R ume 87 0 1 113 rly Flow Rate, HFR 95 0 1 156 ercent Heavy Vehicles -- -- 2 -- -- IPaian Type Undivided ' Channelized? es 1 0 0 1 =figuration TRH LT iptream Signal? No Yes Dr Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R ume 116 43 burly Flow Rate, HFR 232 86 ercent Heavy Vehicles 2 2 $ Dent Grade .(%) 0 0 ian Storage 1 Lured Approach: Exists? No Storage 7 Thannelized? as 0 0 7nfiguration LR Delay, Queue Length, and Level of Service 4,roach NB SB Westbound Eastbound ovement 1 4 17 8 9 I 10 11 12 a B Config LT LR iph) 1 318 (m) (vph) 1499 786 % 0.00 0.40 _ queue length 0.00 2 .12 _..,;rol Delay 7.4 12.7 OS A B X -poach Delay 12 .7 'oach LOS B HCS: Unsignalized Intersections Release 3.2 le: Fax: 1 .Ui 1: TWO-WAY STOP CONTROL(TWSC) ANALYSIS rsection: Alley & Shattuck Ave. S. ity/State: 41 HCS : Signalized Intersections Release 3 . 2 ' Inter: S . 3rd St . & Shattuck Ave . S . City/St : St . Anthony Master Plan Traffic lyst: RMH Proj #: 2000 (Existing) AM School Peak ate: 11/04/2000 Period: 5 : 00 pm ;ate: 11/04/2000 Period: SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R Lanes 0 2 0 0 0 0 0 1 1 0 1 0 ,GConf ig LTR T R LT r-lume 15 402 69 77 53 0 45 ie Width 12 . 0 12 . 0 12 . 0 12 . 0 .iOR Vol 0 0 ation 0 .25 Area Type: All other areas Signal 0•erations Chase Combination 1 2 3 4 5 6 7 8 Left P NB Left Thru P Thru P Right P Right P Peds X Peds X Left SB Left P Thru Thru P Right Right Peds Peds X Right EB Right ,B Right WB Right yen 59 . 0 23 . 0 .low 3 .5 3 .5 .1l Red 0 .5 0 .5 '=•^le Length: 90 . 0 secs Intersection Performance Summary epr/ Lane Adj Sat Ratios Lane Group Approach Jane Group ' Flow Rate Capacity (s) v/c , g/C Delay LOS Delay LOS :astbound t 2306 3459 0 .25 0 . 667 6 .3 A 6 .3 A 1'stbound 1.thbound 497 1863 0 . 25 0 .267 27 .1 C 26 .9 C 422 1583 0 .20 0 . 267 26 .6 C ithbound IV 497 1863 . 0 . 11 0 . 267 25 .4 C 25 .4 C Intersection Delay = 12 . 5 (sec/veh) Intersection LOS = B HCS : Signalized Intersections Release 3 . 2 HCS: Unsignalized Intersections Release 3 .2 _ TWO-WAY STOP CONTROL SUMMARY .ersection: S. 4th St. & Whitworth Ave. S. ilyst : RMH _Jject No. : 2000 AM )ate: 11/04/2000 t/West Street: S. 4th St. th/South Street: Whitworth Ave. S. ___ersection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments or Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R I L T R ume 41 94 5 150 rly Flow Rate, HFR 64 146 8 267 'ercent Heavy Vehicles 2 -- -- 2 -- -- P.rlian Type Undivided ' Channelized? es 0 1 0 1 .onfiguration LTR LTR )pstream Signal? No No or Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R ume 2 0 2 1 1 13 ;surly Flow Rate, HFR 4 0 4 1 1 20 'ercent Heavy Vehicles 2 2 2 2 2 2 h cent Grade (o) 0 0 1 ian Storage 1 ..red Approach: Exists? No No Storage . Channelized? es 0 1, 0 0 1. 0 L _figuration LTR LTR Delay, Queue Length, and Level of Service roach EB WB Northbound Southbound lovement 1 4 I 7 8 9 I 10 11 12 , e Config LTR LTR LTR LTR vph) 64 8 8 22 :(m) (vph) 1126 1428 501 640 r!^ 0.06 0.01 0.02 0.03 ! queue length 0.04 0.00 0.00 0.00 c trol Delay 8.4 7.5 12 .3 10.8 ,OS A A B B Tnroach Delay 12.3 10.8 I roach LOS B B HCS: Unsignalized Intersections Release 3.2 'I, ne: Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS i ersection: S. 4th St. & Whitworth Ave. S. __y/State: 43 THIS PAGE HAS INTENTIONALLY BEEN LEFT BLANK 44 HCS: IUnsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY r ersection: Entry & Whitworth Ave. S. lyst: RMH :_ject No. : , 2000 AM ate: ' 11/04/2000 -t/West Street: School Entry th/South Street: Whitworth Ave. S. '_ 'ersection Orientation: NS Study period (hrs) : 0.25 ,Vehicle Volumes and Adjustments Dr Street: Approach Northbound Southbound Movement 1 2 3 41 5 6 L T R L . T R _me 118 9 11 16 Orly Flow Rate, HFR' 147 11 22 32 . ercent Heavy Vehicles 2 -- -- 2 -- -- edian Type ,Undivided b ,:hannelized? ?s 0 1 0 1 on-figuration LTR LTR pstream Signal? No No i )r Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R ime .Judy Flow Rate, HFR ercent Heavy Vehicles :ent Grade (t) 0 0 . Lan Storage 1 L. ed Approach: Exists? Storage I. 7hannelized? -s _.. igurat ion Delay, Queue Length, and Level of Service _,Roach NB SB Westbound Eastbound ovement 1 ' 4 17 8 9 I 10 11 12 a-? Config LTR LTR , ,ph) 147 22 (m) (vph) 1302 1596 / 0.11 0.01 5 queue length 0.36 0.00 :rol Delay 8.1 7.3 ' OS 11 A pnroach Delay roach LOS HCS: Unsignalized Intersections Release 3.2 —Ie: Fax: d l: ,TWO-WAY STOP CONTROL(TWSC) ANALYSIS .rsection: , Entry & Whitworth Ave. S. L//State: 45 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY ersection: , Alley & Whitworth Ave. S. lyst: , RMH ..-ject No. : 2000 AM late: 11/04/2000 t/West Street: , Alley th/South Street: Whitworth Ave. S. ....ersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments or Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R I ume 1 9 0 130 rly Flow Rate, HFRI 1 14 0 260 ercent Heavy Vehicles 2 -- -- 2 -- -- :Paian Type Undivided Channelized? es 1 0 1 0 1 onfiguration LTR LTR ipstream Signal? No No br Street.: Approach- Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R 1 L T R me 2 4 3 27 9 10 Surly Flow Rate, HFR, 3 7 5 46 15 17 ercent Heavy Vehicles 2 2 2 2 2 2 cent Grade (%) 0 0 ian Storage 1 iared •Approach: Exists? No No Storage r. Channelized? es 0 1 0 0 1 0 „rfiguration LTR LTR Delay, Queue Length, and Level of Service ANroach NB SB Westbound Eastbound ovement 1 4 17 8 9 I 10 11 12 Config LTR LTR LTR LTR , vph) 1'I 0 15 78 l '(m) (vph) 1293 1600 723 671 ', 0.00 0.00 • 0.02 0.12 queue length 0,.00 0.00 0.00 0.37 c,..trol Delay 7!.8 7.3 10.1 11.1 .OS A A B B roach Delay 10.1 11.1 E roach LOS B B HCS': Unsignalized Intersections Release 3 .2 1; ne: Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS r ersection: Alley & Whitworth Ave. S. .ity/State: 46 1 HCSu Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY ntersection: 1S. 3rd St. & Whitworth Ave. S. ' lyst: RMH , ject No. : 2000 AM' , ate: ' 11/04/2000 ast/West Street: S. 3rd St. ' th/South Street: Whitworth Ave. S. ersection Orientation: EW Study period (hrs) : 0.25 1Vehicle Volumes and Adjustments or Street: Approach -Eastbound Westbound Movement 1 2 3 14 L 5 6 ' L T R T R ? ume 6 398 51 0 rly Flow Rate, HFR 7 491 62 0 ..cent Heavy Vehicle's 2 -- -- -- -- fedian Type ! Undivided .'" Channelized? es 1 0 2 0 1 figuration I • LT TR T 1pstream Signal? Yes Yes ' )r Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R ume i 6 32 5 84 rly Flow Rate, HFR, 9 50 8 135 • •ercent Heavy Vehicles 2 2 2 2 ent Grade (%) 0 0 ian Storage 1 1 ed Approach: Exists? No Storage .T Channelized? i as 1 0 0 1 : Figuration 1 TR LT Delay, Queue Length, and Level of Service roach ES WB Northbound Southbound .ovement 1 4 17 8 9 I ' 10 11 12 pane Config LT TR LT rph) 71 59 143 (m) (vph) 1622 803 452 /c 0.00 0.07 0.32 • queue length 01.00 0.14 1.43 :rol Delay 71.2 9.8 16.6 Os A A C .pproach Delay 9.8 16.6 roach LOS A C ' HCS; Unsignalized Intersections Release 3.2 'Y;—ie: Fax: .4i1: I - • . [TWO-WAY STOP CONTROL(TWSC) ANALYSIS I rl Trrsection: ' S. 3rd St. & Whitworth Ave. S. i- _ :-/State: 47 HCS: Unsignalized Intersections Release 3.2 1 TWO-WAY STOP CONTROL SUMMARY ' -`ersection: S. 4th St. & Morris Ave. S. ilyst: RMH )ject No. : 2000 AM ate: , 11/04/2000 irt/West Street: ' S. 4th St. th/South Street: ' Morris Ave. S. ersection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments or Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R L T - R ,ume 9 86 1 251 trly Flow Rate, HFR 16 153 1 369 arcent Heavy Vehicles 2 -- -- 2 -- - • - edian Type Undivided ' [Channelized? yes 0 1 0 1 Jiif iguration LTR LTR pstream Signal? No No or Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 . . L T R L T R ,ume 3 0 1 6 4 11 ,urly Flow Rate, HFR 6 0 2 12 8 22 ercent Heavy Vehicles '2 2 2 2 2 2 cent Grade (%) i 0 0 . ian Storage '1 __red Approach: Exists? No No Storage • 7 Channelized? , Les 0 1 0 0 1 0 __lf igurat ion LTR LTR Delay, Queue Length, and Level of Service . ..roach EB WE Northbound Southbound ovement 1 4 17 8 9 I 10 11 12 ^,e Config LTR LTR LTR LTR 'vph) - 16 1 8 42 (m) (vph) 1173 1424 465 527 ./^ 0.01 0.00 0.02 0.08 queue length 0.00 0.00 0.00 0.17 'trol Delay 8.1 7.5 . 12.9 12.4 OS A A B B nnroach Delay 12.9 12.4 iroach LOS B B HCS: Unsignalized Intersections Release 3.2 'one: Fax: Iai1: - TWO-WAY STOP CONTROL(TWSC) ANALYSIS ,:ersection: S. 4th St. & Morris Ave. S. ity/State: 403 HCS : Signalized Intersections Release 3 .2 inter: S . 3rd St . & Morris Ave. .S . City/St: St . Anthony Master Plan Traffic ?"alyst: RMH Proj # : 2000 (Existing) AM School Peak Date: 11/04/2000 Period: 5 : 00 pm �„..te : 11/04/2000 Period: SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R . Lanes 0 2 0 0 0 0 0 1 0 0 1 0 uuConfig LTR TR LT Volume 11 421 3 2 3 11 15 ne Width 12 .0 12 . 0 12 . 0 _OR Vol 0 0 - ration 0 .25 Area Type: All other areas Signal O.erations phase Combination 1 2 3 4 5 6 7 8 ,D Left P NB Left Thru P Thru P Right P Right P Peds X Peds X Left SB Left P Thru Thru P Right Right Peds Peds X Right EB Right iB Right WB Right 3- sen 59 . 0 23 . 0 now 3 . 5 3 . 5 _.L1 Red 0 .5 0 . 5 :vcle Length: 90 .0 secs Intersection Performance Summary 2r/ Lane Adj Sat Ratios Lane Group Approach 'Jane Group Flow Rate Capacity (s) v/c g/C Delay LOS Delay LOS eastbound Z 2354 3531 0 . 25 0 . 667 2 . 6 A 2 . 6 A Jestbound T-_rthbound LR 409 1533 0 . 02 0 .267 24 .4 C 24 .4 C 'xthbound iT 461 1728 . 0 . 08 0 . 267 25 . 0 C 25 . 0 C Intersection Delay = 4 . 1 (sec/veh) Intersection LOS = A • HCS : Signalized 9 Intersections Release 3 . 2 HCS: Unsignalized Intersections Release 3 .2 'i-ne: Fax: ail: ALL-WAY STOP CONTROL(AWSC) ANALYSIS i ersection: , K-Mart Access & Shattuck Ave. y/State: nalyst: RMH 'r^ject No. : , 2000 PM e period Analyzed: e: 11/04/2000 ast/West Street: S. 4th St./K-Mart Access forth/South Street: Shattuck Ave. S. Worksheet 2 Volume Adjustments and Site Characteristics Eastbound Westbound Northbound Southbound L T R L T R L T R L T R plume 2 5 3 91 3 96 5 107 101 105 178 3 • Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 Ll L2 figuration LTR LT R LT R LTR 0.50 0.72 0.72 0.71 0.71 0.62 'low Rate 20 130 133 157 142 460 eavy Veh 2 2 2 2 2 2 Lanes 1 2 2 1 p osing-Lanes 2 1 1 2 'onflicting-lanes 2 2 2 2 :E netry group 4b 5 5 4b . etion, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound Ll L2 L1 L2 Ll L2 L1 L2 '1---4 Rates: Total in Lane 20 130 133 157 142 460 Left-Turn 4 126 0 7 0 169 Right-Turn 6 0 133 0 142 4 'r^p. Left-Turns 0.2 1.0 0.0 0.0 0.0 0.4 p. Right-Turns 0.3 0.0 1.0 0.0 1.0 0.0 p. Heavy Vehic1e0.0 0.0 0.0 0.0 0.0 0.0 ;eometry Group 4b 5 5 4b e4ustments Table 10-40: hLT-adj 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 'FAj, computed -0.1 .0.2 -0.6 0.0 -0.6 0.1 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 : w rate 20, 130 133 157 142 460 .cl, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 initial 0.02 0.12 0.12 0.14 0.13 0.41 •E final value 6 .88 6.69 5.90 5.94 5.33 5.80 final value 0.04 0.24 0.22 0.26 0.21 0.74 .ove-up time, m 2.3 2.3 2.3 2 .3 50 -vice Time 4:6 4.4 3.6 3.6 3.0 3 .5 Workstieet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 'low Rate 20 130 133 157 142 460 vice Time 4.6 - 4.4 3.6 3.6 3.0 3 .5 Llization, x 0.04 0.24 0.22 0.26 0.21 0.74 a. headway, hd 6.88 6.69 5.90 5.94 5.33 5.80 :opacity 270 380 383 407 392- 614 ?,0.ay 9.85 11.52 10.24 10.70 9.44 23.30 A, B B B A C )roach: Delay 9.85 10.87 10.10 23.30 LOS A B B C ersection Delay 16.12 Intersection LOS C } L 51 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY "ersection: S. 3rd P1. & Shattuck Ave. S. Llyst: RMH eject No. : 2000 PM )ate: 11/04/2000 .1t/West Street: S. 3rd P1. •th/South Street: Shattuck Ave. S. ersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments or Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L ' T R ume 98 102 224 58 rly Flow Rate, HFR 111 115 279 72 ercent Heavy Vehicles 2 -- -- -- -- ledian Type Undivided Channelized? es 0 1 1 0 configuration LT TR )pstream Signal? No Yes or Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R ume 70 62 .,urly Flow Rate, HFR 76 67 'ercent Heavy Vehicles 2 2 cent Grade (o) 0 0 ian Storage 1 _-red Approach: Exists? Storage Channelized? No es 1 1 ___figuration L R Delay, Queue Length, and Level of Service roach NB SB Westbound Eastbound lovement 1 4 17 8 9 I 10 11 12 --e Config LT L R vph) 111 76 67 '(m) (vph) 1208 400 725 ,'- 0.09 0.19 0.09 queue length 0.25 0.72 0.24 1 trol Delay 8.3 16.1 10.5 ,OS A C B kfl^roach Delay 13.5 1 roach LOS B HCS: Unsignalized Intersections Release 3.2 ne: Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS ersection: S. 3rd P1. & Shattuck Ave. S. ILy/State: 52 HCS; Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY I ':ersection: 1 Alley & Shattuck Ave. S. ilyst: 1 RMH _iject No.-: 2000 PM Date: 11/04/2000 E-,,t/West Street: Alley -th/South Street: , Shattuck Ave. S. :ersection Orientation: NS . Study period (hrs) : 0.25 Vehicle Volumes and Adjustments jor Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R .ume 168 4 5 209 irly Flow Rate, HFR 190 4 6 261 ercent Heavy Vehicles -- -- 2 -- -- 4edian Type 1 Undivided ' Channelized? Les I 1 0 0 1 _onfiguration 1 TR LT Jpstream Signal? No Yes for Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 . L T R L T R ume 73 23 ,irly Flow Rate, HFR 146 46 ?ercent Heavy Vehicles 2 2 ? cent Grade (%) 0 0 ian Storage 1 -..red Approach: Exists? No Storage t- Channelized? [es 0 0 __lfiguration LR Delay, Queue Length, and Level of Service Lroach NB SB Westbound Eastbound Movement 1 4 I 7 8 9 I 10 11 12 • ^e Config LTLR ' vph) 6 192 .(m) Zvph) 1379 604 T/^ 0.00 0.32 queue length 0.00 1.48 trol Delay 7.6 .13.7 ,OS A B knnroach Delay 13.7 'i roach LOS B HCS: Unsignalized Intersections Release 3 .2 • ' one: Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS 1 ersection: Alley & Shattuck Ave. S. .Lcy/State. 53 , 1 HCS : Signalized Intersections Release 3 .2 Enter: S . 3rd St'. & Shattuck Ave. S . City/St : St . Anthony Master Plan Traffic alyst : RMH Proj # : 2000 (Existing) PM School Peak )ate : 11/04/2000 Period: )ate : 11/04/2000 Period: SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R _ . Lanes 0 2 0 0 0 0 0 1 1 0 1 0 JGConf ig LTR T R LT Lume 12 1017 160 64 127 14 54 le Width 12 . 0 12 . 0 12 . 0 12 . 0 cTOR Vol 0 0 1 ration 0 .25 Area Type: All other areas Signal 0•erations ?hase Combination 1 2 3 4 5 6 7 8 Left P NB Left Thru P Thru P Right P Right P Peds X Peds X Left SB Left P Thru Thru P Right Right Peds Peds X L. Right EB Right 3B Right WB Right yen 59 . 0 23 . 0 Llow 3 .5 3 . 5 U11 Red 0 . 5 0 . 5 " :le Length: 90 . 0 secs Intersection Performance Summary -&ppr/ Lane , Adj Sat Ratios Lane Group Approach G-ne Group Flow Rate 3 ? Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound , t 2311 3466 0 . 55 0 . 667 8 . 9 A 8 . 9 A g ;tbound rthbound I r 497 1863 0 . 15 0 .267 25 . 8 C 27 . 9 C 'R 422 1583 0 .35 0 . 267 29 . 0 C 3 athbound L— 473 1774 0 . 15 0 . 267 25 . 9 C 25 . 9 C Intersection Delay = 12 .4 (sec/veh) Intersection LOS = B HCS : Signalized Inter ections Release 3 . 2 HCS: Unsignalized Intersections Release 3 .2 TWO-WAY STOP CONTROL SUMMARY :ersection: S. 4th St. & Whitworth Ave. S. alyst: RMH _eject No. : ' 2000 PM )ate: 11/04/2000 '-at/West Street: S. 4th St. 'rth/South Street: ' Whitworth Ave. S. ____:ersection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments - ' jor Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R L T R lume 43 164 3 168 _ xrly Flow Rate, HFR 70 268 4 233 ercent Heavy Vehicles 2 -- -- 2 -- -- "pdian Type Undivided Channelized? • ies 0 1 0 1 - Dnfiguration LTR LTR )ostream Signal? No No for. Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R .ume ' 4 1 6 18 0 18 surly Flow Rate, HFR 8 2 12 36 0 36 'ercent Heavy Vehicles 2 2 2 2 2 2 , '--7cent Grade (o) 0 0 Tian Storage 1 ...tired Approach: Exists? No No Storage Channelized? ies 0 1 0 0 1 0 ...►figuration LTR LTR Delay, Queue Length, and Level of Service =droach EB WB Northbound Southbound tovement i 4 7 8 9 10 11 12 ie Config LTR' LTR I LTR I LTR vph) 70 4 22 72 .(m) (vph) 1237 1291 463 456 ./^ 0.06 0.00 0.05 0.16 queue length 0.04 0.00 0.00 0.57 ) itrol Delay 8.1 7.8 13 .2 14'.4 .OS ,A A B B trmroach Delay 13.2 14 .4 roach LOS B B HCS: Unsignalized Intersections Release 3 .2 me: Fax: sail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS :ersection: : S. 4th St. & Whitworth Ave. S. �.,:y/State: , 55 HCS:[ Unsignalized Intersections Release 3 .2 TWO-WAY STOP CONTROL SUMMARY ersection: ' Entry & Whitworth Ave. S. lyst: RMH i,ject No. : 12000 PM late: ; 11/04/2000 t/West Street: ' School Entry : th/South Street: ' Whitworth Ave. S. :.,ersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments or Street: Approach Northbound Southbound Movement 1 - 2 3 14 5 6 L T R L T R ume 78 23 2 36 : rly Flow Rate, HFR 125 37 3 66 'ercent Heavy Vehicles 2 -- -- 2 , -- , -- fPaian Type ; Undivided Channelized? i es [ 0 1 0 1 .onfiguration LTR LTR fptream Signal? No No cr Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R c ume ,ourly Flow Rate, HFR, 'ercent Heavy Vehicles 'E cent Grade (%) 0 0 E ian Storage 1 lared Approach: Exists? Storage ▪ Channelized? • es (—figuration , Dellay, Queue Length, and Level of Service p1roach NB SB Westbound Eastbound lvement 1; 4 I 7 8 9 I 10 11 12 q a Config LTR LTR _ ,vph) 125 3 (m) (vph) 1430 1558 r,' 0;.09 0.00 ,! queue length 0.22 0.00 'c _ trol Delay 7'.8 7.3 JOS A A kr-roach Delay q roach LOS it HCS: Unsignalized Intersections Release 3.2 )f me: Fax: ,' _fail: , TWO-WAY STOP CONTROL(TWSC) ANALYSIS ersection: Entry & Whitworth Ave. S. 2ity/State: • 56 HCS: Unsignalized Intersections Release 3 .2 TWO-WAY STOP CONTROL SUMMARY ersection: Alley & Whitworth Ave. S. tlyst: RMH . iject No. : 2000 PM )ate: 11/04/2000 3- It/West Street: Alley 'th/South Street: Whitworth Ave. S. , .ersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments or Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R ' ume 4 16 2 69 irly Flow Rate, HFR 6 24 2 97 ercent Heavy Vehicles 2 -- -- 2 -- -- 11ian Type Undivided Channelized? ' Les 0 1 0 1 _onfiguration LTR LTR Jostream Signal? No No for Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Iume ' 2 0 4 20 8 12 ourly Flow Rate, HFR 4 0 8 40 16 24 ?ercent Heavy Vehicles 2 2 2 • 2 2 2 ? 'cent Grade (%) 0 0 Tian Storage 1 cared Approach: Exists? No No Storage 2 Channelized? Les 0 1 0 0 1 0 �.1f igurat ion LTR LTR Delay, Queue Length, and Level of Service .Yproach NB SB Westbound Eastbound 4ovement 1 4 17 8 9 I 10 11 12 J.- ie Config LTR LTR LTR LTR ;vph) 6 2 12 80 .:(m) (vph) 1496 1589 939 840 a.' 0.00 0.00 0.01 0.10 I , queue length 0.00 0.00 0.00 0.26 Ltrol Delay 7.4 7.3 8.9 9.7 uOS rA A A A ?--roach Delay 8.9 9.7 1 )roach LOS \1 A A HCS: Unsignalized Intersections Release 3.2 one Fax: Rail. TWO-WAY STOP CONTROL(TWSC) ANALYSIS `.ersection: Alley & Whitworth Ave. S. .icy/State: 57 HCS: Unsignalized Intersections Release 3 .2 ' TWO-WAY STOP CONTROL SUMMARY `ersection: , S. 3rd St. & Whitworth Ave. S. ilyst: RMH eject No. : 2000 PM )ate: , 11/04/2000 -t/West Street: S. 3rd St. th/South Street: Whitworth Ave. S. ersection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments or Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R 'ume 5 1127 25 0 rly Flow Rate, HFR 5 1198 26 0 ercent Heavy Vehicles 2 -- -- -- -- ledian Type ' Undivided Channelized? oes 0 2 0 1 onfiguration LT TR T Jpstream Signal? Yes Yes or Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R ume 4 36 11 48 �,, rly Flow Rate, HFR - 4 44 15 68 'ercent Heavy Vehicles 2 2 2 2 cent Grade (t) 0 0 ian Storage 1 __red Approach: Exists? No- Storage r ,Channelized? es 1 0 0 1 _figuration TR LT Delay, Queue Length, and Level of Service roach EB WB Northbound Southbound 9ovement 1 4 17 8 9 I 10 11 12 'e Config LT TR LT vph) 5 48 83 ;(m) (vph) 1622 747 184 7�^ 0.00 0.06 .0.45 queue length \0.00 0.09 1.97 ' trol Delay 7.2 10.1 39.7 JOS A B E nnroach Delay J 10.1 39.7 (roach LOS B E HCS: Unsignalized Intersections Release 3.2 ID, )ne: Fax: jail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS :ersection: , S. 3rd St. & Whitworth Ave. S. '.cy/State: 58 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY iitersection: S. 4th St. & Morris Ave. S. alyst: RMH oject No. : 2000 PM Jate: 11/04/2000 East/West Street: S. 4th St. ' rth/South Street: Morris Ave. S. tersection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments jor Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R I L T R L lume 14 174 2 209 urly Flow Rate, HFR 17 212 2 232 .rcent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided I Channelized? les 0 1 0 1 ....►figuration LTR LTR Upstream Signal? No No for Street: Approach Northbound Southbound Movement 7 8 • 9 1 10 11 12 ` L T R L T R Lume 2 0 1 30 0 25 irly Flow Rate, HFR 4 0 2 41 0 34 der-cent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Tian Storage 1 :red Approach: Exists? No No Storage RT Channelized? ies 0 1 0 0 1 0 ifiguration LTR LTR Delay, Queue Length, and Level of Service ,roach EB WB Northbound Southbound .ovement 1 4 I 7 8 9 I 10 11 12 :,ane Config LTR LTR LTR LTR vph) 17 2 6 75 %m) (vph) 1318 1357 531 586 ✓/c 0.01 0.00 0.01 0.13 a t queue length 0.00 0.00 0.00 0.43 Itrol Delay 7.8 7.7 11.9 12.0 A../S A A B B kpproach Delay 11.9 12.0 4 >roach LOS B B HCS: Unsignalized Intersections Release 3.2 ?`-ine: Fax: Bail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS ersection: S. 4th St. & Morris Ave. S. y/State: . .nalyst: RMH 59 HCS-Signals 3.2 File:Existing PM 21.hcs Page 1 HCS: Signalized Intersections Release 3 . 2 __ter: S. 3rd St. & Morris Ave. S. City/St: St. Anthony Master Plan Traffic Analyst: RMH Proj #: 2000 (Existing) PM School Peak Date: 11/04/2000 Period: 5:00 pm te: 11/04/2000 Period: SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ' . Lanes 0 2 0 0 0 0 0 1 0 0 1 0 __Config LTR TR LT Volume 13 1131 21 8 12 22 28 ] ne Width 12.0 12.0 12. 0 OR Vol 0 0 ration 0.25 Area Type: All other areas Signal Operations - ase Combination 1 2 3 4 5 6 7 8 EB Left P NB Left Thru P Thru P Right P Right P Peds X Peds X 4 Left SB Left P Thru Thru P Right Right Peds Peds X ' Right EB Right __ Right WB Right Green 59. 0 23 . 0 ' llow 3 . 5 3 . 5 1 Red D. 5 0. 5 ,:ycle Length: 90. 0 secs _ Intersection Performance Summary pr/ Lane Adj Sat Ratios Lane Group Approach Jane Group Flow Rate Grp Capacity (s) v/c - g/C Delay LOS Delay LOS stbound , I R 2352 3528 0. 52 0. 667 3 . 6 A 3 . 6 A .Westbound Northbound (_. 407 1527 0. 07 0.267 24 .9 C 24 . 9 C uthbound jr 443 1660 0. 19 0. 267 26.4 C 26.4 C ' Intersection Delay = 5. 5 (sec/veh) Intersection LOS = A HCS: Signalized Intersections Release 3 . 2 HCS: Unsignalized Intersections Release 3.2 • Fax: il: ALL-WAY STOP CONTROL(AWSC) ANALYSIS rsection: K-Mart Access & Shattuck Ave. _,/State: RMH alyst: r ect No. : ;2003 AM Without Project period Analyzed: 11/04/2000 st/West Street: S. 4th St./K-Mart Access r."-h/South Street: Shattuck Ave. S. Worksheet 2 - Volume Adjustments and Site Characteristics Eastbound Westbound Northbound Southbound L T ' R L T R L T R L T R ,lume 0 0 1 38 1 136 0 53 70 79 89 0 Thrus Left Lane Eastbound Westbound Northbound Southbound LI L2 L1 L2 L1 L2 L1 L2 Figuration R LT R T R LT .sr 0.80 0.71 0.71 0.80 0.80 0.73 low Rate 1 54 191 66 87 229 ?avy Veh 2 2 2 2 2 2 2 1 2 Lanes 1 1 2 7posing-Lanes 2 1 2 onflicting-lanes 2 2 2 metry group 4b 5 5 4b ,ation, T 0.25 hrs. Worksheet ,3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound h1 L2 L1 L2 Ll L2 L1 L2 m Rates: Total in Lane 1 54 191 66 87 229 ' 53 0 0 0 108 Left-Turn 0 ' 0 Right-Turn 1 0 191 0 87' 1.0 0.0 0.0 87 0.5 ? p. Left-Turns 0:0 )p. Right-Turns 1!0 0.0 1.0 0.0 1.0 0.0 -Jp. Heavy Vehicle0;0 0.0 0.0 0.0 0.0 0.0 4b Geometry Group 4b 5 5 7, - justments Table 10-40: 0 2 0 2 p 2 hLT-adj 1 0.2 -0.6 -0.6 -0.6 hRT-adj -0.61.7 1.7 1.7 hHV-adj 1.7 r-t1j , computed - -p.6 0.2 -0.6 0.0 -0.6 0.1 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 229i L2 ow rate 1 54 191 66 87 hd, initial value 3.20 3 .20 3.20 3 .20 3.20 3.20 3 .20 3.20 initial 0.00 0.05 0.17 0.06 0.08 0.20 V final value 5.22 5.69 4.90 5.38 4.78 5.41 final value 0.00 0.09 0.26 0.10 0.12 0.34 2.3 2.3 2 3 Move-up time, m 2.361 ice Time 2.9 3.4 2.6 3.1 2.5 3 .1 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 ow Rate 1 54 191 66 87 229 ice Time 2.9 3 .4 2.6 3 .1 2.5 3 .1 ization, x 0.00 0.09 0.26 0.10 0.12 0.34 ,. headway, hd 5.22 5.69 4 .90 5.38 4.78 5.41 pacity 251 304 441 316 337 479 y. 7.93 8 .92 9.31 8 .67 8.11 10.92 A A A A A B __oach: 10.92 Delay 7.93 9.22 8 .35 'OS A A A B rsection Delay 9.63 Intersection LOS A 62 HCS: Unsignalized Intersections Release 3 .2 TWO-WAY STOP CONTROL SUMMARY '' xsection: S. 3rd P1. & Shattuck Ave. S. yst: RMH , ect No. : 2003 AM Without Project ate: 11/04/2000 1-`/West Street: S. 3rd P1. .h/South Street: Shattuck Ave. S. :rsection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments r Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R . L T R Ime 111 77 144 99 .ly Flow Rate, HFR 121 84 199 137 -3rcent Heavy Vehicles 2 -- -- -- -- adian Type Undivided ;hannelized? ,s 0 1 1 0 Jnfiguration LT TR )stream Signal? No Yes )r Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R 1 ►me 15 23 ,,,ply Flow Rate, HFR 18 28 =rcent Heavy Vehicles 2 2 :ent Grade (t) 0 0 .an Storage 1 .__ed Approach: Exists? Storage r Thannelized? No ,s 1 1 ,_`iguration L R Delay, Queue Length, and Level of Service -oach NB SB Westbound Eastbound Dvement 1 4 17 8 9 I 10 11 12 3-1 Config LT L R iph) 121 18 28 (m) (vph) 1223 431 771 /- 0.10 0.04 0.04 queue length 0.28 - 0.00 0.00 :rol Delay 8 .3 13 .7 9.8 OS A B A p^roach Delay 11.4 :oach LOS B HCS: Unsignalized Intersections Release 3.2 1 le: Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS rsection: S. 3rd P1. & Shattuck Ave. S. i /State: 63 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY rsection: Alley & Shattuck Ave. S. ' yst: RMH ect No. : ;2003 AM Without Project ite: 11/04/2000 1 /West Street: Alley h/South Street: 'Shattuck Ave. S. Tsection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments . r Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T - R I L T R ne 92 0 1 120 ay Flow Rate, HFR 101 0 1 166 :rcent Heavy Vehicles -- -- 2 -- -- .dian Type ;Undivided 'hannelized? ,s 1 0 0 1 Jnriguration TR LT ?stream Signal? No Yes ar Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L' T R L T R ), ime 123 46 icily Flow Rate, HFR ' 246 92 ercent Heavy Vehicles 2 2 :ent Grade (%) 0 0 .an Storage 1 .sized Approach: Exists? No Storage r---hannelized? 1 s 0 0 :..�igurat ion LR ' Delay, Queue Length, and Level of Service i oach NB SB Westbound Eastbound ovement 1 4 17 8 9 I 10 11 12 a---: Config LT LR Kph) 1 338 (m) (vph) 1491 772 /- 0.00 0.44 5queue length 0.00 2.39 . crol Delay 7.4 13.2 OS A B poach Delay 13.2 -oach LOS B HCS; Unsignalized Intersections Release 3.2 t: Re: . Fax: 3i1: TWO-WAY STOP CONTROL(TWSC) ANALYSIS I- , i; ersection: Alley & Shattuck Ave. S. .ity/State: 64 I HCS : Signalized Intersections Release 3 . 2 nter: S . 3rd St . & Shattuck Ave . S . City/St : St . Anthony Master Plan Traffic ilyst : RMH Proj # : 2003 AM School Peak Hour :houStDate: 11/04/2000 Period: 5 : 00 pm /W St : S . 3rd St ., N/S St : Shattuck Ave . S . SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L . T R L T R L T R L T R Lanes 0 1 2 0 0 0 ,0 0 1 1 0 1 0 GConfig ; LTR T R LT '-fume 16 427 73 82 56 0 48 ie Width 12 . 0 12 . 0 12 . 0 12 . 0 .1OR Vol 1 0 0 ration 0 . 25 Area Type : All other areas Signal Oserations base Combination 1 2 3 4 5 6 7 8 Left IP NB Left Thru P Thru P Right IP Right P Peds X Peds X Left 1 SB Left P ' Thru Thru P Right Right Peds , Peds X Right 1EB Right ;B Right 1 WB Right --yen 59 . 0 23 . 0 flow 3 . 5 3 .5 .il Red 0 . 5 0 . 5 'vile Length: 90 . 0 secs Intersection Performance Summary ....)r/ Lane Adj Sat Ratios Lane Group Approach Jane Group , Flow Rate Capacity ! (s) v/c g/C Delay LOS Delay LOS .astbound R. 2306 3459 0 .27 0 . 667 6 .4 A 6 .4 A lestbound d rthbound 497 ' 1863 0 . 26 0 .267 27 . 3 C 27 . 1 C t _ 422 1583 0 .21 0 . 267 26 . 8 C jxthbound . YT 497 . 1863 0 . 12 0 . 267 25 .5 C 25 . 5 C Intersection Delay = 12 . 7 (sec/veh) Intersection LOS = B HCS : Signalized Intlsections Release 3 .2 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY ersection: S. 4th St. & Whitworth Ave. S. lyst : RMH __ject No. : 2003 AM Without Project )ate: 11/04/2000 -t/West Street: S. 4th St. th/South Street: Whitworth Ave. S. ersection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments or Street : Approach Eastbound Westbound Movement 1 2 3 41 5 6 •L T R L T R ume 44 100 5 159 rly Flow Rate, HFR 68 156 8 283 'ercent Heavy Vehicles 2 -- -- 2 -- -- Le ian Type Undivided Channelized? es 0 1 0 1 .onfiguration LTR LTR Upstream Signal? No No or Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R ume 2 0 2 1 1 14 curly Flow Rate, HFR 4 0 4 1 1 22 'ercent Heavy Vehicles 2 2 2 2 2 2 '4 cent Grade (o) 0 0 ian Storage 1 Lred Approach: Exists? No No Storage 7 Channelized? es 0 1 0 0 1 0 ..figuration LTR LTR . Delay, Queue Length, and Level of Service roach EB WB Northbound Southbound lovement 1 4 17 8 9 I 10 11 12 a e Config LTR LTR LTR LTR ,vph) 68 8 8 24 '(m) (vph) 1100 1416 474 623 ,/- 0.06 0.01 0.02 0.04 queue length 0.07 0.00 0.00 0.00 ' trol Delay 8.5 7.6 12 .7 11.0 ,OS A A B B ,r^roach Delay 12.7 11 .0 roach LOS B B HCS: Unsignalized Intersections Release 3.2 , 'I. ne: Fax: • ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS 1 ersection: S. 4th St. & Whitworth Ave. S. icy/State: 66 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY r ersection: Entry & Whitworth Ave. S. lyst: RMH _ject No. : 2003 AM Without Project ate: 11/04/2000 r-t/West Street: School Entry th/South Street: Whitworth Ave. S. ersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments or Street : Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R I L T R ume 125 10 12 17 rly Flow Rate, HFR 156 12 24 34 ercent Heavy Vehicles 2 -- -- 2 -- -- edian Type Undivided Channelized? es 0 1 0 1 , .)nfiguration LTR LTR pstream Signal? No No or Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R ume Jurly Flow Rate, HFR 'ercent Heavy Vehicles cent Grade (a) 0 0 lian Storage 1 cured Approach: Exists? Storage Channelized? es .,..figuration Delay, Queue Length, and Level of Service iroach NB SB Westbound Eastbound lovement 1 4 17 8 9 I 10 11 12 ,-tee Config LTR LTR ;vph) 156 24 :(m) (vph) 1285 1595 7/-: 0.12 0.02 : queue length 0.41 0.00 itrol Delay 8 .2 7.3 . .,OS A A 'nroach Delay )roach LOS HCS: Unsignalized Intersections Release 3 .2 ', Dne: Fax: Hail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS tersection: Entry & Whitworth Ave. S. _±ty/State: 67 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY r`ersection: Alley & Whitworth Ave. S. Lyst: RMH ject No. : 2003 AM Without Project ate: 11/04/2000 et/West Street: Alley :h/South Street: Whitworth Ave. S. irsection Orientation: NS Study period (hrs) : 0.25 _ Vehicle Volumes and Adjustments Dr Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R ime 1 10 0 138 rly Flow Rate, HFR 1 16 0 276 ercent Heavy Vehicles 2 -- -- 2 -- -- :edian Type Undivided ^ Zhannelized? as 0 1 0 1 Jlif igurat ion LTR LTR 'pstream Signal? No No 1 Dr Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R ime 2 4 3 29 10 11 surly Flow Rate, HFR 3 7 5 50 17 18 'ercent Heavy Vehicles 2 2 2 2 2 2 'e cent Grade (%) 0 0 ian Storage 1 L...red Approach: Exists? No No Storage '.T Channelized? es 0 1 0 0 1 0 __figuration LTR LTR Delay, Queue Length, and Level of Service roach NB SB Westbound Eastbound lovement 1 4 17 8 9 I 10 11 12 ,r-e Config LTR LTR LTR LTR vph) 1 0 15 85 :(m) (vph) 1276 1597 708 653 r%^ 0.00 0.00 0.02 0.13 ! queue length 0.00 0.00 0.00 0.44 c trol Delay 7.8 7.3 10.2 11.3 JOS A A , B B krnroach Delay 10.2 11 .3 i roach LOS B B HCS: Unsignalized Intersections Release 3.2 ,, pe: Fax: Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS ersection: Alley & Whitworth Ave. S. !.1.Ly/State: 68 HCS: ,Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY I rsection: IS. 3rd St. & Whitworth Ave. S. ii yst: iRMH :..;ect No. : 2003 AM Without Project ate: ' 111/04/2000 i './West Street: !S. 3rd St. ), 11/South Street: 'Whitworth Ave. S. 1=2rsection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments a ar Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R L T R . 7 ime 6 , 422 54 0 7ly Flow Rate, HFRi 7 520 66 0 arcent Heavy Vehicles 2 -- -- -- =-1&.an Type Undivided I ;hannelized? >s 0 2 0 1 pnfiguration LT TR T gstream Signal? 1 Yes Yes i )r Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 1 L T R L T R ime 6 34 5 89 burly Flow Rate, HFR�, 9 53 8 143 ercent Heavy Vehicles 2 2 2 2 e :ent Grade (o) 0 0 Lan Storage 1 laied Approach: Exists? No Storage 1 -2hannelized? as 1 0 0 1 _;,,figuration TR LT Delay, Queue Length, and Level of Service c,Nroach EB WE Northbound Southbound iovement 1 4 17 8 9 I 10 11 12 Ie, a Conf ig LT TR LT 1 `vph) 7 62 151 :(m) (vph) 1622 804 432 ., 0,.00 0.08 0.35 queue length 0'.00 0:16 1.63 c trol Delay 7.2 9.9 17.7 ,OS A A C —,.roach Delay I 9.9 17.7 1 roach LOS A C i • HCS: Unsignalized Intersections Release 3.2 me: Fax: ;i Lail: . TWO-WAY STOP CONTROL(TWSC) ANALYSIS :ersection: S. 3rd St. & Whitworth Ave. S. 'ity/State: (I 69 HCS: Unsignalized Intersections Release 3 .2 TWO-WAY STOP CONTROL SUMMARY .`-rsection: S. 4th St. & Morris Ave. S. .ys t: RMH • ect No. : 2003 AM Without Project tte: [11/0,4 2000 i /west Street: is:4$ —Sr* Lill 57H r al/South Street: Morris Ave. S. 1 :rsection Orientation: EW Study period (hrs) : 0.25 (Vehicle Volumes and Adjustments >r Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R L T R i xme ' 10 91 1 266 71y Flow Rate, HFR, 17 162 1 391 !rcent Heavy Vehicles 2 -- -- 2 -- -- !dian Type ,Undivided ;hannelized? 1 0 1 0 1 mifiguration LTR LTR )stream Signal? I No No )r Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R ime I 3 0 1 6 4 12 _-.=1y Flow Rate, HFR' 6 0 2 12 8 24 :rcent Heavy Vehicles 2 2 2 2 2 2 :ent Grade (%) 0 0 - Lan Storage 1 -_ red Approach: Exists? No No Storage r ^.hannelized? I 3 a 0 1 0 0 1 0 , :figuration LTR LTR Delay, Queue Length, and Level of Service roach EB WB Northbound Southbound Dvement 1 4 I 7 8 9 I 10 11 / 12 ^ _ e Config LTR LTRLTR LTR vph) 17 1 8 44 (m) (vph) 1151 1413 440 511 /c 01.01 0.00 0.02 0.09 E queue length 01.00 0.00 0.00 0.20 c trol Delay 8H2 7.5 13.3 12.7 • OS A A B B puroach Delay 13.3 12.7 E ;roach LOS B B HCS: Unsignalized Intersections Release 3 .2 --ne: Fax: ',ail: , TWO-WAY STOP CONTROL(TWSC) ANALYSIS 'ersection: ' S. 4th St. & Morris Ave. S. _-y/State: - 70 HCS : Signalized Intersections Release 3 . 2 'ter: S . 3rd St . & Morris Ave . S . City/St : St . Anthony Master Plan Traffic 1 Lyst : RMH Proj # : 2003 AM School Peak Hour iouStDate: 11/04/2000 Period: 5 : 00 pm ite: 11/04/2000 ' Period: SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ) Lanes 0 2 0 0 0 0 0 1 0 0 1 0 ;Conf ig LTR TR LT 5 ime 12 447 3 2 3 12 16 3, , Width 12 . 0 12 . 0 12 . 0 COR Vol 0 0 y I ation 0 . 25 ' Area Type : All other areas Signal 0 erations lase Combination 1 2 3 4 5 6 7 8 3 Left P NB Left Thru P I Thru P Right P Right P Peds X Peds X 3 Left SB Left P Thru Thru P Right Right Peds Peds X B Right EB Right B Right WB Right r' en 59 . 0 23 . 0 low 3 . 5 , 3 . 5 11 Red 0 . 5 0 .5 1, le Length: 90 .OI secs Intersection Performance Summary ppr/ Lane Adj Sat Ratios Lane Group Approach e-e Group Flow Rate z Capacity (s) v/c g/C Delay LOS Delay LOS astbound 7,,' 2354 3531 0 .27 0 . 667 2 . 6 A 2 . 6 A 'E' :.tbound • c thbound • 'R 409 1533 0 . 02 0 . 267 24 .4 C 24 .4 C u._ ithbound J ' 459 1720 0 . 09 0 . 267 25 . 1 C 25 . 1 C Intersection Delay = 4 . 2 (sec/veh) Intersection LOS = A HCS : Signalized Intersections Release 3 . 2 HCS: Unsignalized .Intersections Release 3.2 t 1- 1e: Fax: - ail: ALL-WAY STOP CONTROL(AWSC) ANALYSIS 1 arsection: K-Mart Access & Shattuck Ave. i t/State: lalyst: RMH c^ject No. : 2003 PM Without Project i period Analyzed: 3 a: 11/04/2000 ast/West Street: S. 4th St./K-Mart Access a-th/South Street: Shattuck Ave. S. Worksheet 2 L Volume Adjustments and Site Characteristics Eastbound Westbound Northbound Southbound L T R L T R L T R L T R plume 2 5 3 102 3 97 5 114 107 111 189 3 Thrus Left Lane Eastbound Westbound Northbound Southbound Li L2 L1 L2 L1 L2 L1 L2 figuration LTR LT R LT R LTR i-L_ 0.50 0.72 0.72 0.71 0.71 0.62 - low Rate 26 145 134 167 150 487 navy Veh 2 2 2 2 2 2 Lanes 1 2 2 1 i.. sing-Lanes 2 1 1 2 onflicting-lanes 2 2 2 2 e-metry group 4b 5 5 4b :J ation, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound Li L2 L1 L2 L1 L2 L1 L2 J-w Rates: Total in Lane 20 145 134 167 150 487 Left-Turn 4 141 0 7 0 179 Right-Turn 6 0 134 0 150 4 rop. Left-Turns 0.2 1.0 0.0 0.0 0.0 0.4 p. Right-Turns 0.3 0.0 1.0 0.0 1.0 0.0 3__p. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 eometry Group 4b 5 5 4b .diustments Table 10-40: hLT-adj 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 iadj, computed _ -0.1 0.2 -0.6 0.0 -0.6 0.1 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 Ll L2 w rate 20 - 145 134 167 150 487 u, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 :, initial 0.02 0.13 0.12 0.15 0.13 0.43 1 final value 7.07 6 .82 6.03 6.05 5.44 5.89 'final value 0.04 0.27 0.22 0.28 0.23 0.80 ;..,.e-up time, m i 2.3 2.3 2 .3 2.3 • 72 s rice Time 4.8 4.5 3 .7 3.8 3.1 3 .6 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 low Rate 20 145 134 167 150 487 E -rice Time 4.8 4 .5 3.7 3.8 3.1 3.6 Lization, x 0.04 0.27 0.22 0.28 0.23 0.80 headway, hd 7.07 6.82 6.03 6.05 5.44 5.89 • apacity 270 395 384 417 400 606 oily 10:06 12.09 10.46 11.10 9.73 27.77 B B B B A D :oach: Delay 10.06 11.31 10.45 27.77 LOS B B B D 1 msection Delay 18:31 Intersection LOS C 1 I 73 HCS: Unsignalized Intersections Release 3.2 1 TWO-WAY STOP CONTROL SUMMARY ?rsection: ' S. 3rd P1. & Shattuck Ave. S. Lyst: H RMH ._ject No. : . 2003 PM Without Project ate: ' 11/04/2000 /West Street: S. 3rd P1. :11/South Street: ' Shattuck Ave. S. ___arsection Orientation: NS Study period (hrs) : 0.25 , , , Vehicle Volumes and Adjustments )r Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R ime 104 108 238 62 : rly Flow Rate, HFR: 118 122 • 297 77 arcent Heavy Vehicles 2 -- -- -- -- =rlian Type , Undivided ] 2hannelized? :' .as ' 0 1 1 0 Disfiguration 1 LT TR pstream Signal? No Yes . i Dr Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R me 74 66 purly Flow Rate, HFR' 80 71 ercent Heavy Vehicles • 2 2 e- :ent Grade (%) 0 0 Lan Storage 1 Lared Approach: Exists? Storage 2hannelized? • No - as 1 1 " . .figuration ; L R I Delay, Queue Length, and Level of Service :_roach NB SB Westbound Eastbound ovement 1 4 1 7 8 9 I 10 11 12 r-e Config LT L R _vph) 118 80 71 (m) (vph) 1184 375 706 ,'- 01.10 0.21 0.10 ! queue length 0Y.29 0.84 0.29 . a trol Delay 81.4 17.2 10.7 OS A C B roach Delay 14 .1 roach LOS , B HCS': Unsignalized Intersections Release 3 .2 ne: 1 Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS ersection: ' S. 3rd P1. & Shattuck Ave. S. .may/State: 74 i HCS: : Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY -] ;rsection: Alley & Shattuck Ave. S. r Lyst: RMH :=ject No. : 2003 PM Without Project ate: 11/04/2000 /West Street: Alley :h/South Street: Shattuck Ave. S. ;rsection Orientation: NS Study period (hrs) : 0.25 ,Vehicle Volumes and Adjustments 3 )r Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R : me 178 4 5 222 71y Flow Rate, HFR 202 4 6 277 ercent Heavy Vehicles -- -- 2 -- -- eriian Type Undivided I ;hannelized? 3 :g I 1 0 0 1 Dnfiguration TR LT pstream Signal? I No Yes , i )r Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R ], xme 77 24 burly Flow Rate, HFR, 154 48 ercent Heavy Vehicles 2 2 e ;ent Grade (%) 0 0 3 Lan Storage 1 i lazed Approach: Exists? No Storage 'I :hannelized? i 3 '.S I 0 0 :—..figuration LR Delay, Queue Length, and Level of Service rr=oach NB SB Westbound Eastbound ovement 1 4 17 8 9 I 10 11 12 a- Config LT LR Kph) 6 202 (m) (vph) 1365 583 0.00 0.35 queue length 0.00 1.66 c__:rol Delay 7.6 14.4 OS A B .p-roach Delay 14 .4 X coach LOS B HCS: Unsignalized Intersections Release 3.2 1 Ine: Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS i; ersection: 'Alley & Shattuck Ave. S. •ity/State: 1 75 HCS : Signalized Intersections Release 3 . 2 iter: S . 3rd St. & Shattuck Ave. S . City/St : St . Anthony Master Plan Traffic 1- _,1yst : RMH Proj # : 2003 PM School Peak Hour zouStDate: 11/04/2000 Period: 5 : 00 pm /W St : S . 3rd St. , N/S St : Shattuck Ave . S . 1 1 SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R J Lanes 0 , 2 0 0 0 0 0 1 1 , 0 1 0 3Config LTR T R `LT - ame 13 1079 170 68 135 15 57 a Width 12 .0 12 . 0 12 . 0 12 . 0 COR Vol 0 0 1 a ation 0 . 25 ! Area Type: All other areas Signal O•erations lase Combination 1 2 3 4 5 6 7 8 3 Left P NB Left Thru P Thru P Right P Right P Peds X Peds X ?I Left SB Left P Thru Thru P Right Right Peds Peds X Right EB Right B Right WB Right C en 59 . 0 23 :0 __ low 3 .5 3 . 5 11 Red 0 . 5 0 .5 y le Length: 90 .0, secs Intersection Performance Summary ?pr/ Lane iAdj Sat Ratios Lane Group Approach ane Group Flow Rate x Capacity , (s) v/c g/C Delay LOS Delay LOS astbound 1 2311 3466 0 . 59 0 . 667 9 . 3 A 9 .3 A c-abound c thbound ' 497 ' 1863 0 . 16 0 .267 26 . 0 C 28 .2 C 422 1583 0 .37 0 . 267 29 .4 C c, thbound 472 1770 0 . 16 0 . 267 26 . 0 C 26 . 0 C Intersection Delay = 12 . 8 (sec/veh) Intersection LOS = B ; HCS : Signalized Inte sections Release 3 . 2 1 HCS: 1Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY i`-rsection: S. 4th St. & Whitworth Ave. S. i yst: RMH •' ect No. : 12003 PM Without Project ate: 11/04/2000 a /West Street: 1S. 4th St. h/South Street: !Whitworth Ave. S. i section Orientation: EW Study period (hrs) : 0.25 _ !Vehicle Volumes and Adjustments r Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 I L T R L T R me I 46 175 69 178 I ly Flow Rate, HFR , 75 286 ' 95 247 .:rcent Heavy Vehicles 2 -- -- 2 -- -- sdian Type Undivided 7 'hannelized? 1 s 0 1 0 1 )n=iguration LTR LTR )stream Signal? No No 'Ir Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R i me 4 1 6 19 ,0 19 )uLly Flow Rate, HFR 8 2 12 38 0 38 v ?rcent Heavy Vehicles 2 2 2 2 2 2 'ent Grade (%) ! 0 0 an Storage 1 _Q�ed Approach: Exists? No No Storage _ r ,hannelized? 1 ,s I 0 1 0 0 1 0 )...iguration ' ! LTR LTR 1 Delay, Queue Length, and Level of Service ), oach EB WB Northbound Southbound Dvement 1 4 17 8 9 I 10 11 12 a- Conf i g LTR LTR LTR LTR . -'ph) 75 95 22 76 (m) (vph) 1314 1272 363 356 /- 0106 0.07 0.06 0.21 5 queue length 0104 0.15 0.06 0.83 o'' :rol Delay 7:9 8.1 15.6 17.8 OS A A C C , p^roach Delay 15.6 17.8 g 7oach LOS I HCS Unsignalized Intersections Release 3 .2 1 Y, le: Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS • rl !rsection: S. 4th St. & Whitworth Ave. S. ity/State: 77 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY r*ersection: Entry & Whitworth Ave. S. lyst: RMH ject No. : 2003 PM Without Project ate: 11/04/2000 pat/West Street: School Entry th/South Street: Whitworth Ave. S. ersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments Dr Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R • Lime 83 24 2 38 rly Flow Rate, HFR 133 38 3 70 :cent Heavy Vehicles 2 -- -- 2 -- -- edian Type Undivided Channelized? es 0 1 0 1 ,..figuration LTR LTR pstream Signal? No No Dr Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R me __sly Flow Rate, HFR ercent Heavy Vehicles e gent Grade (%) 0 0 ian Storage 1 _red Approach: Exists? Storage T Channelized? es figuration Delay, Queue Length, and Level of Service roach NB SB Westbound Eastbound ovement 1 4 17 8 9 I 10 11 12 e^e Config LTR LTR vph) 133 3 (m) (vph) 1419 1557 /1' 0.09 0.00 queue length 0.26 0.00 trol Delay 7.8 7.3 OS A A .pnroach Delay i roach LOS HCS: Unsignalized Intersections Release 3 .2 ne: Fax: lail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS ersection: Entry & Whitworth Ave. S. �.,y/State: 78 HCS: Unsignalized Intersections Release 3 .2 TWO-WAY STOP CONTROL SUMMARY r arsection: , Alley & Whitworth Ave. S. r' 1yst: RMH • i_ject No. : 2003 PM Without Project ate: ' 11/04/2000 E-t/West Street: Alley c th/South Street: Whitworth Ave. S. r__=rsection Orientation: NS Study period (hrs) : 0.25 , Vehicle Volumes and Adjustments )r Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T, R ime 4 17 2 73 7ly Flow Rate, HFR 6 25 2 102 ercent Heavy Vehicles 2 -- -- 2 -- -- .eriian Type Undivided 7 2hannelized? E es 0 1 0 1 onfiguration LTR LTR 'pstream Signal? No No i Dr Street: Approach Westbound Eastbound . Movement 7 8 9 I 10 11 12 L T R L T R c ime 2 0 4 21 8 13 ourly Flow Rate, HFR, 4 0 8 42 16 26 'ercent Heavy Vehicles 2 2 2 2 2 2 'E :ent Grade (t) 0 0 E Ian Storage 1 lared Approach: Exists? No No Storage :7 :hannelized? z as 0 1 0 0 1 0 c,..figuration LTR LTR Delay, Queue Length, and Level of Service pr,:oach NB SB Westbound Eastbound lovement 1 4 17 8 9 I 10 11 12 ,s, a Config LTR LTR LTR LTR ' , rph) 6 2 12 84 '(m) (vph) 1490 1588 933 834 0'.00 0.00 0.01 0.10 queue length 0.00 0.00 0.00 0.29 __trol Delay 7A 7.3 8.9 9.8 OS A A A A T—roach Delay 8 .9 9.8 ,F roach LOS A A HCS': Unsignalized Intersections Release 3.2 '1 ne: . Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS :r' ersection: Alley & Whitworth Ave. S. :ity/State: 79 HCS: Unsignalized Intersections Release 3 .2 TWO-WAY STOP CONTROL SUMMARY Irsection: S. 3rd St. & Whitworth Ave. S. yst: RMH ect No. : 2003 PM Without Project ate: 11/04/2000 lit/West Street: S. 3rd St.l th/South Street: Whitworth Ave. S. ersection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments or Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R ( ume 5 1196 27 0 ( rly Flow Rate, HFR 5 1272 28 0 ercent Heavy Vehicles 2 -- -- -- -- edian Type Undivided Channelized? es 0 2 0 1 onfiguration LT TR T pstream Signal? Yes Yes j or Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R i ime 4 38 12 51 G-r^ly Flow Rate, HFR 4 46 17 72 ercent Heavy Vehicles 2 2 2 2 ( cent Grade (%) 0 0 ( ian Storage 1 :_red Approach: Exists? No Storage T ^_hannelized? E :s 1 0 0 1 (___=_Eiguration TR LT Delay, Queue Length, and Level of Service F- roach EB WB Northbound Southbound ovement 1 4 17 8 9 I 10 11 12 it 'e Config LT TR LT vph) 5 50 89 .(m) (vph) 1622 725 164 •; 0.00 0.07 0.54 ! queue length 0.00 0.11 2.47 '( trol Delay 7.2 10.3 50.3 OS A B F ,p^roach Delay 10.3 50.3 4 roach LOS B F HCS: Unsignalized Intersections Release 3.2 )1 ne: Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS ersection: S. 3rd St. & Whitworth Ave. S. 'ity/State: 80 HCS: Unsignalized Intersections Release 3 .2 TWO-WAY STOP CONTROL SUMMARY �rsection: , S. 4th St. & Morris Ave. S. Cyst: RMH .,;ject No. : 2003 PM Without Project , ate: 11/04/2000 :/West Street: S. 4th St. :h/South Street: Morris Ave. S. -�rsection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments Dr Street,: Approach Eastbound Westbound Movement 1 2 3 I4 L 5 6 L T R T R 'me 15 185 2 222 : :rly Flow Rate, HFR 18 225 2 246 ercent Heavy Vehicles 2 -- -- 2 -- -- PAian Type Undivided ] .hannelized? ?.s 0 1 0 1 =nfiguration , LTR LTR ?stream Signal? No No i )r Street: Approach Northbound Southbound f Movement 7 8 9 I 10 11 12 L T R L T R ime 2 0 1 32 0 27 Durly Flow Rate, HFR 4 0 2 44 0 37 ercent Heavy Vehicles 2. 2 2 2 2 2 E :ent Grade (%) 0 0 e tan Storage 1 laved Approach: Exists? No No Storage , ] :hannelized? .s 0 1 0 -0 1 0 Diiifiguration LTR LTR Delay, Queue Length, and Level of Service 7,t,roach EB WB Northbound Southbound ovement 1 4 7 8 9 10 11 12 a : Config LTR LTR I LTR LTR orph) 18 2 6 81 (m) (vph) 1301 1342 506 567 . 0.01 0.00 - 0.01 0.14 queue length 0.00 0.00 , 0.00 0.50 c___rol Delay 7.8 7.7 .12.2 12.4 OS A A B B F-roach Delay 12.2 12.4 F roach LOS B B ' I HCS Unsignalized Intersections Release 3 .2 t, ne: Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS 1' ersection: S. 4th St. & Morris Ave. S. .ity/State: 81 1_i 1 [ HCS : Signalized Intersections Release 3 . 2 nter: S . 3rd St. & Morris. Ave. S . City/St : St . Anthony Master Plan Traffic .lyst : RMH Proj #: 2003 PM School Peak Hour houStDate: 11/04/2000 Period: ate: 11/04/2000 Period: SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R Lanes 0 2 0 0 0 0 0 1 0 0 1 0 GConfig LTR TR LT c ume 14 1200 22 10 13 23 30 I .e Width 12 . 0 12 . 0 12 . 0 TOR Vol 1 0 0 i, 'ation 0 .25 i Area Type: All other areas Signal O.erations hase Combination 1 2 3 4 5 6 7 8 1 Left P NB Left Thru P Thru P Right P Right P Peds X Peds X Left SB Left P Thru Thru P Right Right Peds Peds X L ' Right EB Right B Right WB Right en 59 . 0 23 . 0 1 'low 3 . 5 3 .5 .11 Red 0 .5 0 . 5 ': -!le Length: 90 . 0 secs Intersection Performance Summary .ppr/ Lane 1 Adj Sat Ratios Lane Group Approach 'Pyle Group Flow Rate Capacity (s) v/c g/C Delay LOS Delay LOS ,astbound 2352 3528 0 . 55 0 . 667 3 . 8 A 3 . 8 A f abound F :thbound 12 409 1534 0 .07 0 .267 25 .0 C 25 . 0 C it rLthbound ,— 443 1660 0 . 20 0 . 267 26 . 6 C 26 . 6 C ' I Intersection Delay = 5 . 7 (sec/veh) Intersection LOS = A HCS : Signalized Intersections Release 3 .2 I HCS: Unsignalized Intersections Release 3.2 ?hone: Fax: fail: ALL-WAY STOP CONTROL(AWSC) ANALYSIS :ersection: K-Mart Access & Shattuck Ave. :y/State: analyst: RMH ? 'roject No. : 200' AM With Project ' e period Analyzed: e: 11/04/2000 .ast/West Street: S. 4th St./K-Mart Access forth/South Street: Shattuck Ave. S. Worksheet 2 - Volume Adjustments and Site Characteristics Eastbound Westbound Northbound Southbound L T R L T R L T R L T R '__ume 0 0 1 38 1 136 0 53 70 54 89 0 Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 ifiguration R LT R T R LT 0.90 0.71 0.71 0.80 0.80 0.73 Flow Rate 1 , 54 191 66 87 194 s Heavy Veh 2 2 2 2 2 2 I Lanes 1 2 2 1 1 losing-Lanes 2 1 1 2 ;onflicting-lanes 2 2 2 2 ;eometry group 4b 5 5 4b 1 'ation, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Plow Rates: Total in Lane 1 54 191 66 87 194 Left-Turn 0 53 0 0 0 73 Right-Turn 1 0 191 0 87 0 'rop. Left-Turns 0.0 1.0 0.0 0.0 0.0 0.4 ' T. Right-Turns 1.0 0.0 1.0 0.0 1.0 0.0 ' gyp. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 ;_Jmetry Group 4b 5 5 4b ►djustments Table 10-40: hLT-adj 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 iadj, computed -0.6 0.2 -0.6 0.0 -0.6 0.1 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 iw rate 1 54 191 66 87 194 s initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 :, initial 0.00 0.05 0.17 0.06 0.08 0.17 1 final value 5.11 5.60 4.80 5.33 4.73 5.38 :final value 0.00 0.08 0.25 0.10 0.11 0.29 1 e-up time, m 2.3 2.3 2.3 2.3 service Time 2.18 3.3 2.5 83 3.0 2.4 3.1 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound Ll L2 Li L2 L1 L2 L1 L2 w Rate 1 54 191 66 87 194 ervice Time 2.8 3.3 2.5 3.0 2.4 3.1 tilization, x 0.00 0.08 0.25 0.10 0.11 0.29 1 . headway, hd 5.11 5.60 4.80 5.33 4.73 5.38 acity 251 304 441 316 337 444 elay 7.82 8.81 9.14 8.61 8.04 10.26 OS A A A A A B roach: Delay 7.82 9.06 8.29 10.26 LOS A A A B ntersection Delay 9.25 Intersection LOS A 1_ 84 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY [ntersection: S. 3rd P1. & Shattuck Ave. S. 1 ilyst: RMH ' eject No. : 2003 AM With Project )ate: 11/04/2000 Last/West Street: S. 3rd P1. 1 th/South Street: Shattuck Ave. S. ersection Orientation: NS Study period (hrs) : 0.25 1 Vehicle Volumes and Adjustments 1 or Street: Approach Northbound Southbound I Movement 1 2 3 14 5 6 L T R L T R r ume 111 77 119 99 [ rly Flow Rate, HFR 121 84 165 137 ' ..cent Heavy Vehicles 2 -- -- -- -- ledian Type 1 Undivided t Channelized? es 0 1 1 0 :_. figuration LT TR rpstream Signal? No Yes [, or Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R I L T R 1 ume 15 23 G rly Flow Rate, HFR 18 28 percent Heavy Vehicles 2 2 'e-cent Grade (%) 0 0 G lian Storage 1 red Approach: Exists? Storage :7' Channelized? No A as 1 1 :c' figuration L R Delay, Queue Length, and Level of Service .j roach NB SB Westbound Eastbound Movement 1 4 I 7 8 9 I 10 11 12 pane Config LT L R • vph) 121 18 28 (m) (vph) 1259 451 805 /c 01.10 0.04 0.03 f queue length 0.27 0.00 0.00 c trol Delay 8,.2 13.3 9.6 4,0 A B A pproach Delay 11.1 1 roach LOS B HCS: Unsignalized Intersections Release 3.2 ne: Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS r' -rsection: IS. 3rd P1. & Shattuck Ave. S. 3 /State: nalyst: 'RMH 85 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY '-}ersection: Alley & Shattuck Ave. S. ►, lyst: RMH ject No. : 2003 AM With Project ►ate: ' 11/04/2000 I �t/West Street: I Alley b th/South Street: I Shattuck Ave. S. ersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments L or Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R 'l ume 92 0 1 120 b rly Flow Rate, HFR 101 0 1 166 Percent Heavy Vehicles -- -- 2 -- -- Iedian Type \ Undivided t' Channelized? p es 1 0 0 1 :onfiguration 1 TR LT Ipstream Signal? No Yes I or Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R ri ume 1 98 31 L.rly Flow Rate, HFR 196 62 Percent Heavy Vehicles 2 2 P- cent Grade (%) I 0 0 I ian Storage 1 '-_red Approach: Exists? No Storage t'" Channelized? , es 0 0 a figuration LR Delay, Queue Length, and Level of Service q roach NB SB Westbound Eastbound fovement 1 4 17 8 9 I 10 11 12 ,a*+e Config LT LR vph) 1 258 :(m) (vph) 1491 765 de 0.00 0.34 1! queue length 0.00 1.63 :1 trol Delay 7.4 12.1 ,OS A B ►puroach Delay 1 12.1 kI roach LOS B HCS: Unsignalized Intersections Release 3.2 ? ne: Fax: Ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS ersection: Alley & Shattuck Ave. S. : _y/State: tnalyst: RMH 86 j HCS-Signals 3.2 ' File:2003 AM With 1.hcs Page 1 HCS: Signalized Intersections Release 3 . 2 ] ter: S. 3rd St. & Shattuck Ave. S. City/St: St. Anthony Master Plan Traffic Analyst: RMH Proj #: 2003 AM School Peak Hour With F-tDate: 11/04/2000 Period: 5: 00 pm te: 11/04/2000 Period: SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R • N . Lanes 0 2 0 0 0 0 0 1 1 0 1 0 , G 2onfig LTR T R LT Volume 16 427 73 82 41 0 48 L ie Width 12 .0 12 . 0 12 . 0 12. 0 R )R Vol . 0 0 Duration 0.25 ! Area Type: All other areas Signal Operations P___Ise Combination 1 2 3 4 5 6 7 8 EB Left P NB Left Thru P Thru P Right P Right P Peds X Peds X PD Left SB Left P Thru Thru P Right Right Peds Peds X V Right EB Right S Right WB Right 3reen 59. 0 23 . 0 Y -.low 3 .5 3 . 5 A Red 0.5 0. 5 2ycle Length: 90. 0 secs Intersection Performance Summary A r/ Lane Adj Sat Ratios Lane Group Approach L.....e Group Flow Rate 3rp Capacity ' (s) v/c g/C Delay LOS Delay LOS E atbound L-'1 2306 3459 0.27 0. 667 6.4 A 6. 4 A 4estbound Northbound rII�� 497 1863 0. 26 0. 267 27 . 3 C 26. 9 C 1 422 1583 0. 15 0. 267 26. 0 C 3=:ithbound J`i 497 1863 0. 12 0.267 25. 5 C 25. 5 C Intersection Delay = 12 . 2 (sec/veh) Intersection LOS = B HCS: Signalized Intersections Release 3 . 2 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY 14 ,rsection: S. 4th St. & Whitworth Ave. S. yst: - RMH ect No. : 2003 AM With Project Lte: 11/04/2000 L /West Street: S. 4th St. h/South Street: Whitworth Ave. S. rsection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments r Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R L T R i me 119 5 6 170 r 'ly Flow Rate, HFR 185 7 10 303 :scent Heavy Vehicles -- -- 2 -- -- adian Type Undivided hannelized? s '. 1 0 0 1 m=iguration 1 TR LT )stream Signal? I No No r Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R i me 2 2 >....ly Flow Rate, HFR 4 4 ?rcent Heavy Vehicles 2, 2 ent Grade (%) 0 0 a an Storage 1 L_-'ed Approach: Exists? No Storage C "hannelized? I s 0 0 i iguration LR Delay, Queue Length, and Level of Service 5 oach EB WB Northbound Southbound ivement 1 4 17 8 9 I 10 11 12 1 Config LT LR ph) 10 8 (m) (vph) 1381 646 /" 0.01 0.01 5 queue length 0.00 0.00 7, rol Delay 7.6 10.6 DS A B poroach Delay 10.6 p oach LOS B HCS: Unsignalized Intersections Release 3.2 h ie: Fax: - Lil: TWO-WAY STOP CONTROL(TWSC) ANALYSIS n !rsection: S. 4th St. & Whitworth Ave. S. i=y/State: nalyst: RMH 88 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY r`?.rsection: Alley & Whitworth Ave. S. Lyst: iRMH ject No. : 2003 AM With Project ate: 11/04/2000 eat/West Street: Alley th/South Street: Whitworth Ave. S. ?rsection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments )r Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R xme 1 24 0 98 cly Flow Rate, HFR 1 39 0 196 arcent Heavy Vehicles 2 -- -- 2 -- -- edian Type Undivided :hannelized? r ?s 0 1 0 1 infiguration LTR LTR pstream Signal? No No )r Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L , T R L T R ime 2 4 3 30 5 0 ...:ly Flow Rate, HFR 3 7 5 51 8 0 ercent Heavy Vehicles 2 2 2 2 2 2 e rent Grade (%) 0 0 Lan Storage 1 ._wed Approach: Exists? No No Storage T ^hannelized? !8 0 1 0 0 1 0 °figuration LTR LTR Delay, Queue Length, and Level of Service roach NB SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 ene Config LTR LTR I LTR I LTR Kph) 1 0 15 59 (m) (vph) 1276 1567 706 649 / 0.00 0.00 0.02 0.09 3 queue length 0:00 0.00 0.00 0.23 ;rol Delay 7.8 7.3 10.2 11.1 3S A A B B pnroach Delay 10.2 11.1 roach LOS 1 B B HCS: Unsignalized Intersections Release 3.2 P *e: Fax: :il: TWO-WAY STOP CONTROL(TWSC) ANALYSIS rsection: Alley & Whitworth Ave. S. L,.,/State: nalyst: RMH 89 i HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY arsection: 1 S. 3rd St. & Whitworth Ave. S. Lyst: RMH ._ject No. : 2003 AM With Project ate: ' 11/04/2000 :pleat Street: S. 3rd St. :h/South Street: Whitworth Ave. S. __,irsection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments )r Street: Approach Eastbound Westbound Movement 1 2 3 I 4 5 6 L T R L T R me 6 407 54 0 'ly Flow Rate, HFR 7 502 66 0 ercent Heavy Vehicle's 2 -- -- -- -- Prltan Type Undivided 1 Tannelized? 2s . 0 2 0 1 anfiguration LT TR T pstream Signal? Yes Yes i or Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R ime 6 49 5 89 surly Flow Rate, HFR 9 77 8 143 ercent Heavy Vehicles 2 2 2 2 fLent Grade (%) 0 0 an Storage 1 ed Approach: Exists? No ' Storage T Ahannelized? : s 1 0 0 1 iguration TR LT Delay, Queue Length, and Level of Service • :oath EB WB Northbound - Southbound ovement 1 4 7 8 9 10 11 12 a- Config LT I TR I LT rph) 7 86 151 (m) (vph) 1622 839 443 /^ 0;.00 0.10 0.34 E queue length 0.00 0.30 1.57 :rol Delay 7.2 9.8 17.3 OS A - A C p^roach Delay 9.8 17.3 E roach LOS A C HCS: Unsignalized Intersections Release 3.2 1 re: Fax: • ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Jersection: S. 3rd St. & Whitworth Ave. S. y/State: .nalyst: RMH 90 , HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY r, arsection: S. 4th St. & Morris Ave. S. Lyst: RMH _ject No. : 2003 AM With Project ate: : 11/04/2000 a-`/West Street: S. 4th St. :h/South Street: Morris Ave. S. ?rsection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments > >r Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R L T R ime 54 66 1 166 7ly Flow Rate, HFR 96 117 1 244 arcent Heavy Vehicles 2 -- -- 2 -- -- adian Type Undivided :hannelized? 1 !s 0 1 0 1 .,nfiguration LTR LTR pstream Signal? No No . =r Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R t 1 ime 3 0 1 32 0 24 iu .ly Flow Rate, HFR 6 0 2 64 0 48 arcent Heavy Vehicles 2 2 2 2 2 2 a ,ent Grade (%) 0 0 r an Storage 1 .....ed Approach: Exists? No , No Storage T -hannelized? 1, s 0 1 0 0 1 0 r___iguration LTR LTR Delay, Queue Length, and Level of Service i_ 'oach EB WB Northbound Southbound Dvement 1 4 I 7 8 9 I 10 11 12 a-n Config LTR LTR LTR LTR ph) 96 1 8 112 01) (vph) 1094 1468 371 437 /^ 0.09 0.00 0.02 0.26 3 queue length 0.22 0.00 0.00 1.08 ,rol Delay 8.6 7.5 14.9 16.1 3S A A B C pnroach Delay 14.9 16.1 7 Poach LOS B C HCS: Unsignalized Intersections Release 3.2 i . h 'a: I Fax: iil: TWO-WAY STOP CONTROL(TWSC) ANALYSIS i lrsection: S. 4th St. & Morris Ave. S. i..7/State: nalyst: RMH 91 1 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY ersection: Access & Morris Ave. S. lyst: RMH ..,ject No. : 2003 AM With Project ate: 11/04/2000 t/West Street: School Access th/South Street: Morris Ave. S. ._ersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments )r Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R I L T R lame 133 33 21 5 rly Flow Rate, HFR 266 66 42 10 ercent Heavy Vehicles 2 -- -- -- -- r-ian Type Undivided Channelized? es 0 1 1 0 onfiguration LT TR r-tream Signal? No Yes Dr Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R ame 5 36 )urly Flow Rate, HFR 10 72 ercent Heavy Vehicles 2 2 F ;ent Grade (%) 0 0 Lan Storage 1 tared Approach: Exists? No Storage 7 Channelized? es 0 0 ,..figuration LR Delay, Queue Length, and Level of Service ..roach NB SB Westbound Eastbound ovement 1 4 17 8 9 I 10 11 12 e Config LT LR vph) 266 82 (m) (vph) 1554 846 O1.17 0.10 queue length 0.68 0.27 ___trol Delay 7.8 9.7 OS A A 1, roach Delay 9.7 roach LOS A HCS: Unsignalized Intersections Release 3.2 ! 'ne: Fax: • ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS. Jersection: Access & Morris Ave. S. y/State: nalyst: RMH 92 iCS-Signals 3.2 File: 2003 AM With 21.hcs Page 1 1 i HCS: Signalized Intersections Release 3 .2 nter: S. 3rd St.1 & Morris Ave. S. City/St: St. Anthony Master Plan Traffic r'lyst: RMH , Proj #: 2003 AM School Peak Hour With Date: 11/04/2900 Period: 5: 00 pm .x‘.e: 11/04/2000; Period: SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L iT R L T R L T R L T R Lanes 0 , 2 0 0 0 0 0 1 0 0 1 0 GConfig LTR TR LT c''ume 12 447 5 2 8 12 21 e Width 12 . 0 12 . 0 12 .0 R Vol 1 0 0 ation 0.25 ; Area Type: All other areas Signal Operations nase Combinational 2 3 4 5 6 7 8 F Left ;P NB Left Thru ',P Thru P Right iP Right P Peds 'X Peds X Left SB Left P Thru i Thru P Right i Right Peds Peds X Right EB Right 3 Right 1 WB Right en 59. 0 23 . 0 low 3. 5 3 .5 Red 0. 5 0. 5 ycle Length: 90.0 secs Intersection Performance Summary r/ Lane Adj Sat Ratios Lane Group Approach ane Group Flow Rate I Capacity (s) v/c g/C Delay LOS Delay LOS astbound 2353 3529 0.27 0. 667 2 . 6 A 2. 6 A estbound c-thbound It 394 1479 0. 04 0.267 24 . 6 C 24 . 6 C c thbound T 463 1736 0. 10 0. 267 25. 3 C 25. 3 C j Intersection Delay = 4 . 6 (sec/veh) Intersection LOS = A 1 HCS: Signalized Intersections Release 3 . 2 HCSe' Unsignalized Intersections Release 3.2 Phone: Fax: - tail: ALL-WAY STOP CONTROL(AWSC) ANALYSIS ' :ersection: K-Mart Access & Shattuck Ave. :y/State: _nalyst: RMH ?roject No. : 2003 PM With Project l• ie period Analyzed: e: , 11/06/2000 t/West Street: S. 4th St./K-Mart Access forth/South Street: Shattuck Ave. S. Worksheet 21- Volume Adjustments and Site Characteristics Eastbound Westbound Northbound Southbound L TIR L T R L T R L T R .ume 2 5 i 3 89 3 97 5 114 107 96 196 3 t Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Ll L2 Ll L2 figuration LTR LT R LT R LTR 0:50 0.72 0.72 0.71 0.71 0.62 ,low Rate 20 127 134 167 150 474 t Reavy Veh 2 I 2 2 2 2 2 Lanes 1 . 2 2 1 posing-Lanes 2 1 1 2 .onflicting-lanes 2 2 2 2 ;eometry group 4b 5 5 4b • ation, T 0.25 hrs. Worksheet ;3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Plow Rates: I Total in Lane 20 127 134 167 150 474 Left-Turn 4 123 0 7 0 154 Right-Turn 6 , 0 134 0 150 4 'rop. Left-Turns 0.2 1.0 0.0 0.0 0.0 0.3 ',- p. Right-Turns 0.3 0.0 1.0 0.0 1.0 0.0 p. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 �metry Group 4b 5 5 4b kdjustments Table 10=40: hLT-adj ' 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj ' 1.7 1.7 1.7 1.7 ladj, computed -0.1 0.2 -0.6 0.0 -0.6 0.1 I Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 Ll L2 L1 L2 L1 L2 w rate 20 127 134 167 150. 474 u 1 initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 c, initial 0.02 0.11 0.12 0.15 0.13 0.42 10 final value 6.96 6.77 5.97 5.96 5.35 5.82 final value 0:04 0.24 0.22 0.28 0.22 0.77 u e-up time, m 2.3 2.3 2.3 2.3 service Time 4 7 4.5 3.7 94 3.7 3.0 3.5 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound Li L2 L1 L2 L1 L2 L1 L2 ow Rate 20 127 134 167 150 474 service Time 4.7 4.5 3.7 3.7 3.0 3.5 Utilization, x 0.04 0.24 0.22 0.28 0.22 0.77 p. headway, hd 6.96 6.77 5.97 5.96 5.35 5.82 pacity 270 377 384 417 400 613 .elay 9;.94 11.57 10.37 10.92 9.58 25.03 DOS A, B B B A D proach: Delay 9.94 10.96 10.28 25.03 LOS ! A B B D Intersection Delay 16.96 Intersection LOS C 95 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY - rsection: IS. 3rd P1. & Shattuck Ave. S. .yst: IRMH ject No. : 12003 PM With Project .te: 111/06/2000 ast/West Street: is. 3rd P1. :h/South Street: (Shattuck Ave. S. !rsection Orientation: NS Study period (hrs) : 0.25 (Vehicle Volumes and Adjustments )r Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L • T R L T R ;, ime I 104 108 230 62 :1y Flow Rate, HFR1 118 122 287 - 77 . .cent Heavy Vehicles 2 -- -- -- -- edian Type !Undivided I )hannelized? 1 :s 1 0 1 1 0 ...iguration I LT TR pstream Signal? I No Yes I :r Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R 1 ime 1 74 66 71y Flow Rate, HFRI 80 71 zrcent Heavy Vehicles 2 2 e---ent Grade (%) I 0 0 an Storage 1 . ed Approach: Exists? Storage T (hannelized? I No i :s I 1 1 figuration L R Delay, Queue Length, and Level of Service oach NB SB Westbound Eastbound :vement lj 4 I 7 8 9 I 10 11 12 ane Config Li L R iph) 118 80 71 ;m) (vph) 1195 380 715 /c 0110 0.21 0.10 5 queue length 0128 0.82 0.28 :rol Delay 813 17.0 10.6 :,0 A C B pproach Delay 14.0 x roach LOS B HCS Unsignalized Intersections Release 3.2 '' ae: I Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS 'c arsection: S. 3rd P1. & Shattuck Ave. S. y/State: .nalyst: I RMH 96 1 ! 1 HCS:' Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY `ersection: , Alley & Shattuck Ave. S. ,lyst: ' RMH ject No. : 1 2003 PM With Project ate: 11/06/2000 ?mot/West Street: ! Alley th/South Street: Shattuck Ave. S. ersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments • or Street: Approach Northbound Southbound , Movement 1 2 3 14 5 6 L T R L T R J I Lime 178 4 5 229 rly Flow Rate, HFR 202 4 6 286 :rcent Heavy Vehicles -- -- 2 -- -- adian Type ' Undivided , 1 Channelized? 'es 1 0 0 1 Infiguration I TR LT ?stream Signal? ! No Yes Dr Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R I L T R ime 62 16 .-:ly Flow Rate, HFR, 124 32 ercent Heavy Vehicle's 2 2 . ;ent Grade (%) 0 0 Lan Storage 1 red Approach: Exists? No Storage r ^hannelized? ie 0 0 'Figuration • LR • Delay, Queue Length, and Level of Service roach NB SB Westbound Eastbound ivement 1, ' 4 I 7 8 9 I 10 11 12 '+e Config LT LR vph) 6 156 ,m) (vph) ! 1365 570 /c 0.00 0.27 , queue length ! 0.00 1.20 :rol Delay 7.6 13.7 )S A B pnroach Delay 13.7 roach LOS B • i HCS': Unsignalized Intersections Release 3.2 I • • r ne: Fax: ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS ' '',rsection: ! Alley & Shattuck Ave. S. `r?/State: nalyst: 1 RMH 97 i 3CS-Signals 3.2 File:2003 PM With 1 .hcs Page 1 HCS: Signalized Intersections Release 3 . 2 .-er: S. 3rd St: & Shattuck Ave. S. City/St: St. Anthony Master Plan Traffic nalyst: RMH Proj #: 2003 PM School Peak Hour With Date: 11/06/2000 Period: 5: 00 pm .e: 11/06/2000 Period: SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R Lanes 0 2 0 0 0 0 0 1 1 0 1 0 Jonf ig LTR T R LT olume 13 1079 170 68 127 15 64 e Width 12 .0 12 . 0 12 . 0 12 . 0 iR Vol 0 0 r-ation 0.25 , Area Type: All other areas Signal Operations lase Combination 1 2 3 4 5 6 7 8 B Left P NB Left Thru P Thru P Right P Right P Peds X Peds X F Left SB Left P Thru Thru P Right Right Peds Peds X Right EB Right Right WB Right reen 59. 0 23 . 0 g low 3 .5 3 . 5 Red 0. 5 0. 5 jcle Length: 90.0 secs Intersection Performance Summary r/ Lane ! Adj Sat Ratios Lane Group Approach one Group Flow Rate rn Capacity , (s) v/c g/C Delay LOS Delay LOS abound 2311 3466 0. 59 0. 667 9 . 3 A 9 . 3 A astbound orthbound 497 1863 0. 16 0. 267 26. 0 C 27 . 9 • C 422 1583 0. 35 0. 267 29. 0 C r- thbound r 474 1778 0. 18 0.267 26.2 C 26. 2 C ' Intersection Delay = 12 . 7 (sec/veh) Intersection LOS = B HCS: Signalized Intersections Release 3 . 2 1 1 HCS: ;Unsignalized Intersections Release 3.2 i 1 TWO-WAY STOP CONTROL SUMMARY 1,-grsection: IS. 4th St. & Whitworth Ave. S. .yst: 1RMH sect No. : ,2003 PM With Project ate: , 11/06/2000 ant/West Street: IS. 4th St. 1 11/South Street: ;Whitworth Ave. S. trsection Orientation: EW Study period (hrs) : 0.25 'Vehicle Volumes and Adjustments it Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R L T R 1 Lme 206 3 3 184 i 'ly Flow Rate, HFR 337 4 4 255 :rcent Heavy Vehicles -- -- 2 -- -- edian Type Undivided I :hannelized? 1 M 1 0 0 1 >1.aguration ! TR LT pstream Signal? No No •1r Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R r me 4 7 )_ply Flow Rate, HFR; 8 14 ercent Heavy Vehicles 2 2 e---ent Grade (%) 0 0 : can Storage 1 i L -'ed Approach: Exists? No Storage T, ^.hannelized? 3 !s 0 0 'figuration LR Delay, Queue Length, and Level of Service 7 'oach EB WB Northbound Southbound )vement 1' 4 I 7 8 9 I 10 11 12 ane Config LT LR -ph) 4 22 (m) (vph) 1218 591 /c 0.00 0.04 5 queue length 0.00 0.00 c :rol Delay 8.0 11.3 Oa A B pproach Delay 11.3 F roach LOS B HCS Unsignalized Intersections Release 3.2 t ne: Fax: - ail: ' TWO-WAY STOP CONTROL(TWSC) ANALYSIS i :rsection: ! S. 4th St. & Whitworth Ave. S. 3 f/State: ,nalyst: , RMH 99 HCS: ,Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY itersection: Alley & Whitworth Ave. S. yst: 'RMH ect No. : :2003 PM With Project _te: '11/06/2000 ist/West Street: Alley h/South Street: ,Whitworth Ave. S. , rsection Orientation: NS Study period (hrs) : 0.25 _ 'Vehicle Volumes and Adjustments a. it Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R lme 0 14 2 33 ly Flow Rate, HFR 0 21 2 46 .�,:ent Heavy Vehicles 2 -- -- 2 -- -- ?dian Type !Undivided r .hannelized? Is 0 1 0 1 1....iguration LTR LTR ?stream Signal? No No r Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L ( T R L T R ) me 2 4 4 10 8 0 'ly Flow Rate, HFR! 4 8 8 20 16 0 =rcent Heavy Vehicles 2 2 2 2 2 2 a'-^ent Grade (%) 0 0 • an Storage 1 . ad Approach: Exists? No No Storage ✓ Channelized? 9 a 0 1 0 0 1 0 iguration LTR LTR Delay, Queue Length, and Level of Service i oach NB SB Westbound Eastbound >vement 1. 4 1 7 8 9 1 10 11 12 ane Config LTR LTR LTR LTR rph) 0, 2 20 36 ;mj (vph) 1533 1595 902 847 /c 0.00 0.00 0.02 0.04 5 queue length 0.00 0.00 0.00 0.00 a :rol Delay 7:3 7.3 9.1 9.4 3. A A A A pproach Delay 9.1 9.4 p roach LOS A A HCS: Unsignalized Intersections Release 3.2 h--le: Fax: til: ! TWO-WAY STOP CONTROL(TWSC) ANALYSIS ✓ ?rsection: ; Alley & Whitworth Ave. S. i r/State: nalyst: RMH ,100 HCS: gUnsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY 1 --mrsection: S. 3rd St. & Whitworth Ave. S. yst: RMH sect No. : 2003 PM With Project ite: 11/06/2000 9 /West Street: S. 3rd St. ,h/South Street: Whitworth Ave. S. _Jrsection Orientation: EW Study period (hrs) : 0.25 ,Vehicle Volumes and Adjustments r Street: Approach Eastbound Westbound Movement 1 2 3 I4 5 6 L T R L T R me 5 1188 27 0 ly Flow Rate, HFR 5 1263 28 0 :rcent Heavy Vehicles 2 -- -- -- -- 04an Type Undivided ,hannelized? 110 2 0 1 .nfiguration LT TR T ?stream Signal? Yes Yes r Street: Approach • Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R me 3 25 12 27 urly Flow Rate, HFR 3 30 17 38 ?rcent Heavy Vehicles 2 2 2 2 ent Grade (%) 1 0 0 an Storage 1 ...ad Approach: Exists? No Storage r; hannelized? s 1 0 0 1 .._iguration TR LT Delay, Queue Length, and Level of Service 1_ 'oach EB WB Northbound Southbound ?vement 1 4 17 8 9 I 10 11 12 a--1 Config LT TR LT ,_'ph) 5 33 55 0m) (vph) 1622 715 183 /- 0.00 0.05 0.30 i, queue length 0.00 0.00 1.16 r ;rol Delay 7.2 10.3 32.9 )S A B D oach Delay 10.3 32.9 oach LOS B D HCS: Unsignalized Intersections Release 3.2 LI , h ie: Fax: iil: TWO-WAY STOP CONTROL(TWSC) ANALYSIS T; rsection: S. 3rd St. & Whitworth Ave. S. L,:r/State: nalyst: RMH 101 1 , HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY itersection: , S. 4th St. & Morris Ave. S. • .yst: IAMB Oct No. : 12003 PM With Project ze: , 11/06/2000 3st/West Street: S. 4th St. ;h/South Street: Morris Ave. S. :rsection Orientation: EW Study period (hrs) : 0.25 ; Vehicle Volumes and Adjustments a )r Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 1 L T R L T R .' -me I 62 151 2 153 .�ly Flow Rate, HFR, 75 184 2 170 _gent Heavy Vehicles 2 -- -- 2 -- -- edian Type ' Undivided r ^hannelized? a 0 1 0 1 Figuration LTR LTR pstream Signal? No No ' )r Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R ime 2 0 1 66 0 33 ply Flow Rate, HFR 4 0 2 91 0 45 .:rcent Heavy Vehicles 2 2 2 2 2 2 ercent Grade (%) 0 0 • Lan Storage 1 :ed Approach: Exists? No No Storage T Channelized? • !s 0 1 0 0 1 0 `iguration LTR LTR Delay, Queue Length, and Level of Service poach EB WB Northbound Southbound i_lment 1 4 7 8 9 10 11 12 , ane Config LTR LTR I LTR I LTR ph) 75 2 6 136 (vph) 1300 1390 470 499 /c 0i06 ` 0.00 0.01 0.27 ▪ queue length 0.05 0.00 0.00 1.18 rol Delay 7.9 7.6 12.8 14.9 __ A A B B pproach Delay 12.8 14.9 1-roach LOS B B i HCS: Unsignalized Intersections Release 3.2 • ih^ne: Fax: • ail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS : ersection: S. 4th St. & Morris Ave. S. i, y/State: nalyst: RMH 102 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY ntersection: Access & Morris Ave. S. lyst: RMH eject No. : 2003 PM With Project ate: 11/06/2000 ,ast/West Street: School Access I th/South Street: Morris Ave. S. ersection Orientation: NS Study period (hrs) : 0.25 1 Vehicle Volumes and Adjustments I or Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R I L T R ume 91 56 71 5 rly Flow Rate, HFR 182 112 142 10 __cent Heavy Vehicles 2 -- -- -- -- adian Type Undivided '" Channelized? es 0 1 1 0 figuration LT TR upstream Signal? No Yes or Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R ume 5 28 'rly Flow Rate, HFR 10 56 ercent Heavy Vehicles 2 2 'ercent Grade (%) 0 0 t; Ian Storage 1 'red Approach: Exists? No Storage tT Channelized? as 4 0 0 'figuration LR Delay, Queue Length, and Level of Service roach NB SB Westbound Eastbound -„ement 1 4 7 8 9 10 11 12 ,ane Config LT I LR • vph) 182 66 ,.:1) (vph) 1429 758 r/c 0.13 0.09 )- queue length 0.44 0.21 trol Delay 7.9 10.2 'A B +pproach Delay 10.2 _ k :roach LOS B HCS: Unsignalized Intersections Release 3.2 ?6,Ine: Fax: (sail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS r :ersection: Access & Morris Ave. S. 4/State: ►nalyst: RMH 103 i ,HCS-Signals 3.2 File:2003 PM With 21 .hcs Page 1 HCS: Signalized Intersections Release 3 .2 ter: S. 3rd St. & Morris Ave. S. City/St: St. Anthony Master Plan Traffic analyst: RMH Proj #: 2003 PM School Peak Hour With D—:Date: 11/06/2000 Period: 5000 pm 1 :e: 11/06/2000 Period: SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R •T , Lanes 0 2 0 0 0 0 0 1 0 0 1 0 ;onf ig LTR TR LT /olume 14 1187 22 12 33 23 47 le Width 12. 0 12 . 0 12 .0 )R Vol 0 0 ation 0. 25 Area Type: All other areas Signal Operations se Combination 1 2 3 4 5 6 7 8 EB Left P NB Left Thru P Thru P Right P Right P Peds X Peds X r Left SB Left P Thru Thru P Right 1 Right Peds Peds X T, Right EB Right Right WB Right seen 59. 0 23 . 0 t Zlow 3 . 5 3 . 5 L Red 0. 5 0. 5 Jycle Length: 90. 0 secs Intersection Performance Summary , r/ Lane Adj Sat Ratios Lane Group Approach ,.,..:e Group Flow Rate ;rp Capacity I (s) v/c g/C Delay LOS Delay LOS ;tbound } ' t 2352 1 3528 0.54 0. 667 3 .8 A ' 3 .8 A 7estbound dorthbound 398 1492 0. 15 0. 267 26. 0 C 26. 0 C 3= ithbound J1 450 1688 0. 26 0. 267 27 .4 C 27.4 C i Intersection Delay = 6. 6 (sec/veh) Intersection LOS = A HCS: Signalized Inl kections Release 3 .2 Traffic Accident Data �_ IVv I v l y I.�I I I VI 1 I I.I 11 IV. . I.J• tJ�V I I IUv U I •V� City of Renton Corridor Report 11/3/00 .eport Period: 10/1/97 to 9/30/00 • rridor: MORRIS AVE S between FOURTH ST. S and THIRD ST. S mment: St. Anthony Master Plan Data Request for Bob Mahn, 11/3/2000 "")RRIS AVE S.0100 ft. S of FOURTH ST. S .ear: 2000 Date Time Of; Case Direction Num Num Hit& Total Collision _ Collision, Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Rim Vehicles Sun-9/17/00 11:00:00 AM 00-847-I -Fixed Object/Parked[ehicle Prk S->N P 2 irly Totals:Number of Collision 1 Totals: U 0 1 0 2 Auk Totals:Number of Collisions 1 Totals: 0 0 1 0 2 *IRIS AVE S at FOURTH ST. S • Jr: 1997 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Sat-11/29197 3:38:00 PM 97-1120 Right Angle S->N E->W 1 3 ...irly Totals:Number of Collision 1 Totals: 0 1 0 U 3 ' r: 1999 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles 'hie-7/27/99 8:45:00 PM 99-613 Approach Turn W->N E->W P 2 dearly Totals:Number el-Collision 1 Totals: 0 0 1 U 2 2000 Date Time Of Case Direction Num Num Hit& Total Collision Collision[ Number . Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Sat-4/15/00 12:27:00 PM 00-134 Right Angle S->N E->W 1 2 Yearly'lotals:Number of Collision 1 Totals: 0 1 0 0 2 ik Totals:Number of Collisions 3 Totals: 0 2 1 0 7 1"7RRIS AVE S at THIRD ST. S ear: 1997 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Mon-12/22/97 12:57:00 PM 97-1208 Sideswipe 105 W->N W->E P 2 Pace 1 'rly Totals:Number of Collision 1 Totals: 0 U 1 U 2 .'r—r: 1998 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Wed-5/13/98 2:35:00 PM 98-480 Right Angle N->S W->E 1 2 ' "rly Totals:Number of Collision 1 Totals: if 1 0 0 2 '1 r: 1999 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Thu-1/7/99 10:05:00 AM 99-15 Sideswipe W->N W->E P 2 Mon-2/8/99 11:23:00 AM 99-101 Sideswipe W->E W->E P 2 Thu-2/18/99 8:11:00 AM 99-130 Sideswipe W->N W->E P 2 rly Totals:Number of Collision 3 Totals: U U 3 0 6 'ear: 2000 Date Time Of ' Case Direction Num Num Hit& Total Collision Collision ; Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Te-6/6/00 11:59:00 AM 00-487 Right Angle W->E N->S P 2 5 rly Totals:Number of Collision 1 Totals: 0 0 1 U 2 Totals:Number of Collisions 6 Totals: 0 1 5 0 12 is for Corridor 'umber of Collisions: 10 Vehicles Involved: 21 u..:jer of Fatalities: 0 (0.00%) umber of Injuries: 3/3 30.00%) 'u ber of PDOs: 7 (70.00% r I I 1 [ • 106 Page 2 City of Renton Corridor Report 11/3/00 _sport Period: 10/1/97 to 9/30/00 rridor: WHITWORTH AVE S between FOURTH ST. S and THIRD ST. S mment: St. Anthony Master Plan Data Request for Bob Mahn, 11/3/2000 • • vHITWORTH AVE Sat FOURTH ST. S vdr: 1999 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Sun-7/11/99 1:07:00 1 M 99-551 Sideswipe S->E W->E P 2 arty Totals:Number of Collision 1 Totals: U U 1 0 2 ..ink Totals:Number of Collisions 1 Totals: 0 0 1 0 2 IITWORTH AVE S.75 ft S of THIRD ST. S '-"r: 1997 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles vfon-12/15/97 12:30:00 PM 97-1168 Right Angle E->W N->S P 2 irly Totals:Number of Collision 1 Totals: 0 U 1 U 2 1k Totals:Number of Collisions 1 Totals: 0 • 0 1 0 2 �'IIITWORTH AVE S!at THIRD ST. S ir: 1999 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Sat-8/14/99 12:55:00 AM 99-667 Sideswipe W->N W->E P 2 }'purly Totals:Number of Collision 1 Totals: 0 U 1 U 2 _.ir: 2000 Date Time Of. Case Direction Num Num Hit& Total Collision Collision, Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Fri-9/22/00 3:05:00 PM 00-864 Pedestrian/Cyclist Involved E->W N->S P 2 rly Totals:Number of Collision 1 Totals: 0 0 1 02 nk Totals:Number of Collisions 2 Totals: 0 0 2 0 4 als for Corridor caber of Collisions: 4 'otal Vehicles Involved: 8 107 Pave 1 tuber of Fatalities: 0 (0.00%) lumber of Injuries: 0/0 (0.00%) mber of PDOs: 4 (100.00 108 Paar7 City of Renton Corridor Report 11/3/00 -, i_port Period: 10/1/97 to 9/30/00 rridor: FOURTH ST. S between SHATTUCK AVE S and MORRIS AVE S ,mment: St.Anthony Master Plan Data Request for Bob Mahn, 11/3/2000 FOURTH ST. S at SHATTUCK AVE S L __lr: 1999 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Sat-1/23/99 6:40:00 AM 99-53 Fixed Object/ParkedVehlole N->W P 1 Wed-5/26/99 9:23:00 PM 99-431 Approach Turn S->N N->E P H 2 Fri-7/30/99 6:45:00 PM 99-623 Right Angle E->S N->E P 2 k early Totals:Number of Collision 3 Totals: U 0 3 1 5 1 k Totals:Number of Collisions 3 Totals: 0 0 3 1 5 FOURTH ST. S at WHITWORTH AVE S '._ar: 1999 , Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision . Veh 1 Veh 2 Fat Inj PDO Run Vehicles Sun-7/11/99 1:07:00 PM 99-551 Sideswipe S->E W->E P 2 1 trly Totals:Number of-Collision 1 Totals: 0 0 1 0 2 lank Totals:Number of Collisions 1 Totals: 0 0 1 0 2 'URTH ST. S at MORRIS AVE S near: 1997 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number .Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Sat-11/29/97 3:38:00 PM 97-1120 Right Angle S->N E->W 1 3 i :Hy Totals:Number of Collision 1 Totals: U 1 U U 3 r'__,,r: 1999 Date Time Of, Case Direction Num Num Hit& Total Collision Collision Number Typeof Collision Veh 1 Veh 2_ h Fat Inj PDO Run Vehicles Tue-7/27/99 8:45:00 PM 99-613 Approach Turn W->N E->W P 2 i_arly Totals:Number of Collision 1 Totals: 0 0 1 0 2 t r: 2000 Date Time Of Case 109 Direction Num Num Hit& Total Nan 1 Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Sat-4/15 00 1 :2 : P - g t ng a S->N E->W 1 2 WW1y Totals:Number of Collision 1 Totals: U 1 U U 2 ik Totals:Number of Collisions 3 Totals: 0 2 .1 0 7 ' tals for Corridor nber of Collisions: 7 'otal Vehicles Involved: 14 nber of Fatalities: 0 (0.00%) nber of Injuries: 2/2 28.57%) lumber of PDOs: 5 (71.43% iI 110 Page 2 City of Renton Location Report 11/3/00 __port Period: 10/1/9710 9/30/00 cation: SHATTUCK AVE S at THIRD PL. S comment: St. Anthony Master Plan Data Request for Bob Mahn, 11/3/2000 (ear 2000 Collision Tune Ut Uase Direction Num Num Hit& Total Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Tue-2/15/00 4:14:W 1RV1 0U-148 Approach Turn S->W N->S U P Wed-9/20/00 2:40:00 PM 00-859 Right Angle W->N N->S 0 P 2 nber of Collisions: 2 Totals: 0 0 2 0 4 " and Totals: ber of Collsions: - 2 u ber of Vehicles Involved: 4 number of Fatalities: 0 (0.00%) nber of Injuries: 0/0 (0.00%) _..:nber of PDOs: 2 100.00%) lesion Rate: 0.00 • i 1 111 Pagel City of Renton Corridor Report 11/3/00 .port Period: 10/1/97 to 9/30/00 • rridor: THIRD ST.S between SHATTUCK AVE S and MORRIS AVE S mment: St. Anthony Master Plan Data Request for Bob Mahn, 11/3/2000 CuIRD ST. S. 0300 ft. W of SHATTUCK AVE S 2000 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Sat-2/26/00 7:50:00 PM 00-T82 •Sideswipe W->N W->E P 2 irly Totals:Number of Collision 1 Totals: 0 0 1 0 2 Link Totals:Number of Collisions 1 Totals: 0 0 1 0 2 IRD ST. S.0200 ft.W of SHATTUCK AVE S eo . t! r: 1999 Date Time Of Case Direction Num Num Hit& Total _ Collision Collision Number Type,of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Mon-8/30/99 1:10:00 PM 99-698 Sideswipe W->N W->E P 2 i irly Totals:Number o1 Collision 1 Totals: U U 1 U 2 k Totals:Number of Collisions 1 Totals: 0 0 1 0 2 (HIRD ST. S.0020 ft.W of SHATTUCK AVE S r: 1998 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Sat-11/21/98 3:52:00 PM . 98-1187 Sideswipe W->N W->E P 2 Yearly Totals:Number of Collision 1 Totals: 11 0 1 0 2 [,__-k Totals:Number of Collisions 1 Totals: 0 0 1 - 0 2 IRD ST. S at SHATTUCK AVE S (ear: 1997 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Thu-11/27/97 10:57:00 AM 97-1112 Right Angle W->E N->S P 2 irly'Totals:Number of Collision I Totals: U 0 1 0 2 (ear: 1998 112 • Page 1 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Wed-2/25/98 11:10:00 AM 98-185 Pedestrian/Cyclist Involved S->E S->N I 1 Tue-I 1/17/98 5:00:00 PM 98-1154 Pedestrian/Cyclist Involved S->E E->W 1 2 Fri-11/20/98 1:35:00 PM 98-1174 Sideswipe N->S N->S P 2 :arty'1'otals:Number of Collision 3 Totals: 0 2 1 U 5 rear: 1999 Date Time Of Case Direction Num Num . Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Thu-3/4/99 3:17:00 PM 99-175 Pedestrian/Cyclist Involved S->E E->W 1 2 Sat-5/1/99 9:53:00 AM 99-352 Right Angle W->E N->S P 2 Mon-5/17/99 5:53:00 PM 99-402 Sideswipe W->N W->E P 2 Mon-7/12/99 10:32:00 AM 99-554 Sideswipe S->E S->E P 2 arty Totali:Number of Collision 4 Totals: 0 I 3 U 3 (ear: 2000 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Thu-2/17/00 3:59:00 PM O0-I33 Rear End . W->E N->S P 2 Tue-3/28/00 9:28:00 AM 00-270 Right Angle W->S N->S P 2 Tue-6/27/00 8:29:00 AM 00-564 Right Angle W->E S->N 1 2 Yearly Totals:Number of Collision 3 Totals: 0 1 2 U 6 _ak Totals:Number of Collisions 11 Totals: 0 4 7 0 21 ' JRD ST. S.01235 ft.W of WHITWORTH AVE S • (ear: 1998 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Thu-6/11/98 4:31:00 PM 98-573 Fixed Object/Parked Vehicle W->E Prk 1 3 arlyTotals:Number of Collision 1 Totals: 0 1 0 U 3 r ink Totals:Number of Collisions 1 Totals: 0 1 0 0 3 .BIRD ST. S at WHITWORTH AVE S r: 1999 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Sat-8/14/99 12:55:00 AM 99-667 Sideswipe W->N W->E P 2 Yearly'Totals:Number of Collision 1 Totals: U U I U 2 ar: 2000 Date Time Of Case Direction Num Num Hit& Total Collision Collision' Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Fri-9/22/00 3:03:00 PM 00-884 Pedestrian/Cyclist Involved E->W N->S P 2 Yearly Totals:Number of Collision 1 Totals: U U 1 0 2 nk Totals:Number of Collisions 2 Totals: 0 '0 2 0 4 113 Page 2 [IRD ST. S,0050 ft. E of WHITWORTH AVE S Year: 1999 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj. PDO Run Vehicles Sun-2/21/99 12:58:00 PM 99-139 Rear End W->E W->E P 3 ally Totals:Number of Collision 1 Totals: U U 1 U 3 k Totals:Number of Collisions 1 Totals: 0 0 1 0 3 L IRD ST. S at MORRIS AVE S ir: 1997 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles .iIon-12/22/97 12:57:00 PM 97-1208 Sideswipe W->N W->E P 2 Yearly Totals:Number of Collision 1 Totals: 0 U 1 0 2 kr: 1998 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Wed-5/13/98 2:35:00 PM 98-480 Right Angle fit->S W>E 1 2 I trlyTotals:Number of Collision 1 Totals: 0 1 U U 2 _ear: 1999 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Thu-1/7/99 10:05:00 AM 99-15 Sideswipe W->N W->E P 2 Mon-2/8/99 11:23:00 AM 99-101 Sideswipe W->E W->E P 2 Thu-2/18/99 8:11:00 AM 99-130 Sideswipe W->N W->E P 2 Xearly Totals:Number of Collision 3 Totals: V U 3 0 6 ? '1r: 2000 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles 'rue-6/6/00 11:59:00 AM 00-487 Right Angle W->E N->S P 2 Yearly Totals:Number of Collision 1 Totals: U U 1 0 2 I k Totals:Number of Collisions 6 Totals: 0 1 5 0 12 r IRD ST. S,0015 ft.E of MORRIS AVE S k ear: 1999 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Fri-10/29/99 5:00:00 PM 99-898 Rear End W->E W->E 1 2 1 illy Totals:Number of Collision 1 Totals: U 1 0 0 2 i Link Totals:Number of Collisions 1 Totals: 0 1 0 0 2 als for Corridor number of Collisions: 25 114 Page 3 ral Vehicles Involved: 51 £dumber of Fatalities: 0 (0.00%) r- 'mber of Injuries: 7/7 28.00%) mber of PDOs: 18 (72.00% 115 Paor.4 — - — — ••�. .••-•• ••.i•l...Jo •--•I V• V 1V I 1J 11V v V i VCJ CJJ lJJ City of Renton Corridor Report 11/3/00 report Period: 10/1/97 to 9/30/00 orridor: SHATTUCK AVE S between FOURTH ST. S and THIRD ST. S comment: St. Anthony Master Plan Data Request for Bob Mahn, 11/3/2000 SHATTUCK AVE S at FOURTH ST. S .gar: 1999 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Sat-1T3/99 6:40:00 AM 99-53 Fixed Object/Parked Vehicle N->W P 1 Wed-5/26/99 9:23:00 PM 99-431 Approach Turn S->N N->E P H 2 Fri-7/30/99 6:45:00 PM 99-623 Right Angle E->S N->E P 2 Yearly Totals:Number of Collision 3 Totals: 11 0 1 5 ink Totals:Number of Collisions 3 Totals: 0 0 3 1 5 F 1ATTUCK AVE S at THIRD PL. S ear: 2000 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Tue-2/15/00 4:14:00 PM 00-148 Approach Turn S->W N->S P 2 Wed-9/20/00 2:40:00 PM 00-859 Right Angle W->N N->S P 2 early Totals:Number of Collision 2 Totals: 0 0 2 0 4 • - -nk Totals:Number of Collisions 2 Totals: 0 0 2 0 4 JHATTUCK AVE S at THIRD ST. S ar: 1997 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Thu-11/27/97 10:57 )0 AM 97-1112 Right Angle W->E N->S P 2 Yearly Totals:Number of Collision f Totals: 0 U 1 U 2 ,ar: 1998 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Wed-2/25/98 11:10:00 AM 98-185 Pedestrian/Cyclist Innvo ve - S->E S->N 1 1 Tue-I 1/17/98 5:00:00 PM 98-1154 Pedestrian/Cyclist Involved S->E E->W 1 2 Fri-11/20/98 1:35:00 PM 98-1174 Sideswipe N->S N->S P 2 :arly Totals:Number of Collision 3 -- Totals: U 2 1 0 5 116 Page 1 ear: 1999 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Thu-3/4/99 3:17:00 PM 99-173 Pedestrian/Cyclist Involved S->E E->W 1 2 ' Sat-5/1/99 9:53:00 AM 99-352 Right Angle W->E N->S P 2 Mon-5/17/99 5:53:00 PM 99-402 Sideswipe W->N W->E P 2 Mon-7/12/99 10:32:00 AM 99-554 Sideswipe S->E S->E P 2 Yearly'i'otals:Number of Collision 4 Totals: U 1 3 U Zi ear: 2000 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Vehicles Thu-2/17/00 3:59:00 PM 00-155 Rear End W->E N->S P 2 Tue-3/28/00 9:28:00 AM 00-270 Right Angle W->S N->S P • 2 Tue-6/27/00 8:29:00 AM 00-564 Right Angle W->E S->N 1 2 x early Totals:Number of Collision 3 Totals: 0 1 2 0 6 ;nk Totals:Number of Collisions 11 Totals: 0 4 7 0 21 SHATTUCK AVE S. 0050 ft. N of THIRD ST. S tar: 1998 Date Time Of Case Direction Num Num Hit& Total Collision Collision Number Type of Collision • Veh 1 Veh 2 Fat Inj PDO Run Vehicles Wed-8/5/98 11:48:00 AM 98-779 Sideswipe N=>S N->S P 2 'early Totals:Number of Collision T Totals: U 0 1 U 2 ,,ink Totals:Number of Collisions 1 Totals: 0 0 1 0 2 ' Itals for Corridor - ..ember of Collisions: 17 Total Vehicles Involved: 32 ' tmber of Fatalities: 0 (0.00%) amber of Injuries: 4/4 23.53%) Number of PDOs: 13 (76.47% 117 Pape 2