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HomeMy WebLinkAboutStudies APPLICANT 3/5/2010 (3) II I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY FOR East Side Baptist Church Springfield, Oregon August 10, 2009 Prepared For: East Side Baptist Church 4045 Commercial Avenue Springfield, Oregon 97478 Prepared Bv: BRANCH ENGINEERING, INC. 310 Fifth Street Springfield, Oregon 97477 Phone (541) 746-0637 Fax (541) 746-0389 Project No. 09-077 A OQr CI "':",\' "!I I')\.C'D MAR I) 2010 I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY FOR East Side Baptist Church Springfield, Oregon August 10, 2009 Prepared Bv: EXPIRES: JUNE .30, 2011 BRANCH ENGINEERING, INC. 310 Fifth Street Springfield, Oregon 97477 Phone (541) 746-0637 Fax (541) 746-0389 Project No. 09-077 A PRE-SUBMITTAL REC'O MAR 52010 !I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS 1. INTRODUCTION...................................................................................1 2. PROJECT DESCRIPTION ....................................................................2 Parking Analysis...... ..... ... ... .............................................................3 Site Access...................................................................................... 3 3. EXISTING CONDITIONS ......................................................................5 Roadway Network... ..... ... .................... ........... ... ......... ... ... ... ... ... ... ...5 Intersections.................................................................................... 5 Crash Analysis ................................................................................ 5 Transit Facilities ..............................................................................6 Non-motorized Facilities .................................................................. 6 Existing Traffic Volumes ................................................................. 6 4. PROJECT TRAFFIC .............................................................................8 Trip Generation .............................................................................. 8 Traffic Assignment........................................................................... 8 Trip Distribution ............................................................................... 8 5. OPERATIONAL ANALYSIS ............................................................... 11 6. INTERSECTION SIGHT DISTANCE ..................................................13 7. RECOMMENDATIONS AND CONCLUSION .....................................14 PRE-SUBMITTAL REC'D MAR 5 2010 \ I I I I I I I I I I I I I I I I I I I LIST OF FIGURES Figure 1: Vicinity Map............................................................................2 Figure 2: Site Plan ................................................................................4 Figure 3: Existing Year 2009 Traffic Volumes (Sunday Peak Hour)...... 7 Figure 4: Assignment of Site Generated Traffic .................................... 9 Figure 5: Future Year 2009 'Build' (Sunday Peak Hour) .....................10 LIST OF TABLES Table 1: Roadway Network ................................................................... 5 Table 2: level of Service Criteria ........................................................ 11 Table 3: Intersection Performance Calculations.................................. 12 Table 4: Queuing Calculations ............................................................ 12 Table 5: Intersection Sight Distance Evaluation.................................. 13 LIST OF APPENDICES Appendix A: City of Springfield Traffic Impact Analysis Scoping Checklist Appendix B: ODOT Crash Data Appendix C: Traffic Count Summaries Appendix D: Intersection Performance Calculations Appendix E: Photograph of Studied Intersection and Intersection Sight Distance Table PRE-SUBMITTAl REC'D MAR 5 2010 . I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 1 OF 14 1. INTRODUCTION Branch Engineering Inc. has been retained by East Side Baptist Church in Springfield to prepare this Minor Traffic Impact Study as required in Springfield Development Code to meet the criteria of Springfield Public Works Department policy S.O.P.P. #T-6.1 and the Traffic Impact Study Scope of Work, dated July 9, 2009 (see Appendix A), prepared by City of Springfield Transportation staff for proposed East Side Baptist Church in Springfield, Oregon. A reduced traffic study has been allowed for this project, as there will not be significant new traffic generated by the improved worship center. The primary focus of this study is to summarize expected changes to local traffic patterns. PRE-SU8MITIAt QEC'D MAR 5 2010 :~Ch Engincering, Inc. August 10, 2009 I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 2 OF 14 2. PROJECT DESCRIPTION The proposed East Side Baptist Church is located south of Commercial Avenue, north west of 41 st Street in Springfield. The project consists of a proposed new building (Worship Center) and improved parking facilities. The church currently has a total of 155 member families, and there is currently a total of 125 regularly attending families. The property is identified on Assessor's Map 17-02-31-1-4, Tax Lot 4000. The site is currently occupied by East Side Baptist Church. The proposed new building size is 11,480 square feet and the new parking area includes 102 spaces. Construction is expected to begin late in the year of 2009. Figure 1 illustrates the location of the proposed development. FIGURE 1: Vicinity Map PRE.SUBMITTAL REC'D MAR 5 2010 \@ Branch Engineering, Inc. August 10, 2009 I I I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 3 OF 14 Parking Analysis There is a total of 68 parking spaces at the existing East Side Baptist Church in Springfield. Although the site has adequate parking supply for the typical church demand during regular worships, there is a nearby parking area across the street that is available for overflow parking during large events. No vehicle activity was observed in the overflow parking area during regular Sunday services. No bicycle traffic was observed at the church at the observed services. A new parking area is proposed to be constructed for visitors and staff parking on the southeast portion of the site. This new parking facility includes 102 spaces with four accessible spaces. Site Access There are two existing driveways on Commercial Avenue. As proposed, a new full-movement driveway will be constructed on 41 st Street to access the new parking area. The proposed site plan is shown in Figure 2. PRE.SUBMITTAL REC'D MAR 5 2010 . ~ Branch Engineering, Inc. August 10, 2009 >-----0 TAX M4P 17-<>2-"~"" TAX LOT ofOOO f- -- - SITE PLAN FOR EAST SIDE BAPTIST CHURCH EXISTING SITE ACCESSES , ~ ' _____ _ _\ [;'-_____~_=_._::=:=~.:=~_~~' --~~M~ERC;~Av::~UE ~ E I ..--::;Ji \ " ) o PROPOSED PEDESTRIAN ACCESS 10 . '1 @l \ 0 m'l ~- .) . ,. Ii " I , I , ~ ( -.' " ~ .. '" . I -Ii" III rH , , , " . '1 I " I.. . PROPOSED 11.480 s.t. WORSHIP CENTER 10 . I'll , 9~ .. A ., ~ EXISTING CHURCH BUlWINGS 10 . i.. . ~ " ""-"'He OCALE .. -~ k-- . . 80 I 8 PROPOSED VEHICLE ACCESS PRE.SUB~~ITTAl OEC'D MAR 5 2010 FIGURE 2 I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 5 OF 14 3. EXISTING CONDITIONS Roadway Network The relevant roadways for this study are: .:. Commercial Avenue .:. 41st Street The following table shows the characteristics of the roadways mentioned above: I -- --- I I TABLE 1: Roadway Network , Roadway Classification Travel Sidewalks Bike On-Street Posted Speed Lanes Lanes parking Commercial Minor arterial 2 None None None 35 MPH A venue 41" Street Local Road 2 Yes None Yes 25 MPH Intersections With City concurrence, the following intersections were evaluated under the existing conditions scenario: .:. Commercial Avenue at 4151 Street .:. Proposed New Site Access at 41st Street Both of the above intersections were evaluated as two-way stop controlled. Crash Analysis An analysis of crash history was performed for the relevant existing roadways. The most recent three full years of accident data was evaluated (January I, 2006 through December 31, 2008) as supplied by the 00 aT Crash Analysis and Reporting Unit. 1t should be noted, that Legislative changes to DMV's vehicle crash reporting requirements, effective January I, 2004, resulted in fewer property damage only crashes being eligible for inclusion in the statewide crash data file. PRE.SUBMITIAl REC'D MAR 5 2010 i@ Branch Ellgineeri~lr1c~ August 10, 2009 I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 6 OF 14 During the period of analysis, there were no crashes reported at the Commercial A venue/41 sl Street intersection. The ODOT accident data is included as Appendix B. Transit Facilities Currently, the nearest bus stops are located approximately one-quarter of one-mile south of the proposed development at the Main Street and 42nd Street intersection, and are served frequently by route II. Non-Motorized Facilities There are no existing bicycles lanes or sidewalks on Commercial Avenue and it is not expected to have exclusive pedestrianlbicycle facilities. 41 sl Street has intermittent sidewalks. Existing Traffic Volumes Existing Average Daily Traffic (ADT) volumes were obtained from the most recent City of Springfield Traffic Flow Map. Traffic counts are based on typical weekday 24 hour counts. The ADT in the project vicinity is as follows: Roadwav Commercial Avenue 4151 Street ADT 2,172 320 ADT for 41 sl Street was estimated to be ten times existing peak hour traffic volumes, as no existing published ADT data was available. Existing peak hour traffic volumes were determined by manual traffic counts conducted by Branch Engineering staff in July and August, 2009 (see Appendix C). The counts were taken between 10:30AM and 12:30PM on a Sunday covering an entire peak service. The observed traffic volumes are shown in Figure 3. PRE-SUBMITIAl REC'O MAR 5 ZOIC i@'LBra_nCh Engineering, Inc. August 10,2009 I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 7 OF 14 EXISTING YEAR 2009 TRAFFIC VOLUMES (SUNDA Y PEAK HOUR OF GENERA TOR) 00 \ ; ) o .... k"\ \ \\ b,':J COMMERCiAL A VENUE 0" ,0\ ~ , , ""'~\ , "t 0' " \ ~ , " ,,,""'~\ " ,,0 fo- l;j a: f0- Ul J I -.- f0- Ul '" " JI' '" t' N.T.S. FIGURE :3 PRE-SUBMITTAL REC' MAR 5 20m l@Jlranch Engineering, Inc. August 10, 2009 I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 8 OF 14 4. PROJECT TRAFFIC Trip Generation Peak hour trip generation values will not change significantly as a result of the proposed development and improved parking facilities. However, over time it is expected that membership will increase as a result of the larger and improved facilities. Therefore, it was conservatively assumed that the proposed parking lot was full, and all vehicles would enter and leave during the same peak hour, resulting in 102 entering and 102 vehicles exiting at the 4151 Street Access. This simultaneous arrival/departure is not expected to occur; rather it was used as a simplified conservative operational analysis. Trip Distribution The site generated traffic is expected to continue to disburse onto the public roadway system in the same proportion as the existing conditions. The existing attendees were observed to directionally distribute to/from the north and south roughly equally. When reviewing church member addresses, it was confirmed that roughly 50 percent of site generated traffic would have origins/destinations to the north and 50 percent would be to/from the south. Traffic Assignment The site generated traffic was distributed to the adjacent road system and assigned to specific movements at the relevant intersections based on the above trip distribution assumptions, and existing operational characteristics in the project vicinity. Figures 4 and 5 illustrate the assignment site generated traffic and the year 2009 'Build' traffic volumes, respectively. PRE.SUBlv1ITTAl DI CD MAR 5 2010 i@; Branch Engineering, Inc. August 10, 2009 I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 9 OF 14 ASSIGNMENT OF SITE GENERA TED TRAFFIC COMMERCIAL A VENUE ~ '" '" J I -.- N.T.S. FIGURE 4 l@ Branch Engineering, Inc. 1~ ) , 1~ , "" '" ~ ", " ~ , " '\\ ,,' 'VI""'" PRE 51" '-,., ll"l~( " . I III' I" v MAR 5 2010 August 10, 2009 I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 10 OF 14 FUTURE TRAFFIC VOLUMES YEAR 2009 'BUILD' (SUNDA Y PEAK HOUR OF GENERA TOR) COMMERCiAL A VENUE ,,' t" :\ ) t'" "" ....... '" '\ ,,1 ,,0 ~ t;j ct ~ (J) '- (J) " '\' 'i' '-"'........ " Jt' ~, ;; , ~, ;t t' j . FIGURE 5 PRE.SUBMITIAl REC'O MAR 5 2010 N. T.S. l@i Branch Engineering, Inc. August 10, 2009 I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 11 OF 14 5. OPERATIONAL ANALYSIS To satisfy the City of Springfield standards, intersection performance was evaluated to determine Level of Service (LOS) based on delay. Calculations for the unsignalized intersections were performed with the computer program SYNCHRO 7, by Trafficware. Level of service, based on vehicle delay, is classified by a letter scale from 'A' to 'F'. LOS' A' represents optimum operating conditions and minimal delay. LOS 'F' indicates over capacity conditions causing unacceptable delay. LOS '0' is considered the minimum acceptable level of service by the City of Springfield. Mitigation measures are often necessary when the level of service is reduced below '0' as a result of a development. The LOS determined by average delay per vehicle as established in the Highwav Capacitv Manual. 2000 (HCM) is as follows: - -- I TABLE 2: Level of Service Criteria Level of Service A B C D Unsignalized < 10 see >10 and:S 15 see >]5 and:S25 see >25 and:S 35 see E F >35 and:S 50 see > 50 see Vehicle queue calculations were performed for the Commercial Avenue/41st Street and Proposed New Site Access/4l st Street intersections. The intersection performance analysis and queuing calculations are documented in Appendix 0, and the results are summarized in the following tables: ~RE.~l\BMITIAl QFC'D MAR 5 2010 i@ Branch Engineering, Inc. August 10. 2009 I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 12 OF 14 I - - - - TABLE 3: Intersection Performance Calculations , (Sunday Peak Hour) I I 2009 2009 'Existing' 'Build' INTERSECTION IMOVEMENT LOS LOS Commercial Avenue at 41st Street Northbound Approach A A Westbound Left A A Proposed New Site Access at41" Street Northbound Left nla A Eastbound Approach nla A -- -- - - - I TABLE 4: Queuing Calculations I (Sunday Peak Hour) 2009 2009 'Existing' 'Build' INTERSECTION IMOVEMENT Available 95% 95% Storage (ft) Queue (ft) Queue (ft) Commercial Avenue at 41" Street Northbound Approach 100+ 2 10 Proposed New Site Access at 41st Street Northbound Left 25 nla 2 Eastbound Approach 50 nla 11 All applicable 95th percentile queue lengths were calculated to be reasonable and the projected traffic was not found to significantly increase queuing. Queues at the Commercial A venue/41 51 Street intersection will not exceed available storage area between the stop sign and the proposed driveway location; therefore, the new proposed driveway at 4151 Street is not expected to significantly interfere with the Commercial Avenue Intersection. PRE.SlJr,~,^ITT^1 D~l,'D MAR 5 2010 i@ Branch Engineering, Inc. August 10, 2009 I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 13 OF 14 6. INTERSECTION SIGHT DISTANCE Minimum safe intersection sight distance is the distance traversed by opposing vehicles at the design speed of the major road in the travel time needed for a departing side street vehicle to perceive a gap in traffic, accelerate from a stop, clear the opposing travellane(s), and accelerate without being overtaken by vehicles already on the major street. As recommended by AASHTO, the vantage point for departure was considered to be 14.5 feet from the edge of the vehicle travel way. The driver's eye and the object height were both assumed to be 3.5 feet above the roadway surface. Site distances measured in the field were compared to the minimum stopping sight distance recommended by the American Association of State Highway and Transportation Official's manual, A Policv on Geometric Design of Highways and Street, 2004. The proposed site access location is near a horizontal curve in 41st Street, and therefore was evaluated to determine if the existing available line of sight is adequate to serve vehicles entering the roadway at the subject new driveway location. Per Exhibit 9-55 in the referenced document, the minimum recommended intersection sight distance in a 25MPH zone for a passenger car to safely depart from this intersection is 280 feet for an exiting left turn (when looking to the right). The measured available line of sight exceeded the recommended distance when looking right. The following table summarizes the available measured line of sight, and lists the recommended minimum sight distance: - - - - -- -- - TABLE 5: Intersection Sight Distance I Evaluation - - - Intersection/Movement Available Distance Recommended Sight Line of Sight Distance 41 st Street/Site Access Eastbound Left 300+ ft 280 ft A photograph from the driver's vantage point at the studied intersection, demonstrating the existing available line of sight, and the referenced AASHTO Intersection Sight Distance Table are attached for information in Appendix E. PRE.SURMITTAL REC'D MAR 5 2010 -r~ Branch Enginccring, Inc. ~ August 10, 2009 I I I I I I I I I I I I I I I I I I I MINOR TRAFFIC IMPACT STUDY: EAST SIDE BAPTIST CHURCH PAGE 14 OF 14 7. RECOMMENDA liONS AND CONCLUSION Transit Facilities The site is adequately served by public transit. Non-Motorized Facilities Due to the nature of travel modes utilizing churches, no special pedestrian or bicycle facilities (other than code requirements) are necessary for the proposed expansion. Crash Analysis During the period of analysis, there were no crashes reported at the Commercial A venue/41 5t Street intersection. No crash reducing measures are necessary to accommodate the proposed development. Operational Analysis All studied intersections are projected to operate at acceptable levels of service through the planned build-out year of2009. All applicable 95th percentile queue lengths were calculated to be reasonable and the new proposed development was not found to significantly increase queuing or cause vehicles to significantly interfere with the operations of 41 st Street/Commercial Avenue intersection. Intersection Sight Distance The left turn movement at the 41 st Street and Site Access intersection was found to have adequate available sight distance. Site Access As requested in the scope, access point design was considered. The proposed width, depth (throat) were both considered reasonable and typical. Based on the sight distance, queuing, available gaps, and considering the result of potentially forcing all exiting vehicles on to 41 5t Street (a local residential roadway) a right-in/right-out only configuration of the proposed site access is not recommended. Conclusion In summary, the result of this analysis indicates, the proposed development will not cause significant adverse impact on the operating characteristics of the existing adjacent roadway system. PRE.SUBMI~AL RfC'D MAR 5 2010 i@BranCh Engineering, Inc. August 10, 2009 I I I I I I I I I I I I . I I I I I I I I APPENDIX A CITY OF SPRJNGFIELD TRAFFIC IMPACT ANALYSIS SCOPING CHECKLIST ~ .E. - L MAR - lulU l;- I I I I : I I I I I I I I I I I I I I I TRAFFIC IMPACT STUDY SCOPE OF WORK Date: July 9, 2009 Consultant: Branch Engineering Proiect Description: Project Name: Location: Land Uses: Size: Access: Build Date: East Side Baptist Church, ZON2009-000 15 4045 Commercial St. ITE Code 560 - Church I 1,480 square feet addition Commercial St. and 41st Street Assume 2009 Study Requirements: General: Provide a Minor Traffic Impact Analysis (TIA) per Springfield Public Works Department policy S.O.P.P. #T-6.1. This assumes that phase I is the focus of the analysis and that future development, as depicted in latter phases will not occur within the next two years. The future phases will require individual land use applications and therefore, traffic impact analysis at that time. Project Description: Provide description of project including building size, parking stalls required, number of trips from ITE estimate, access points and any other transportation related special features. Existing Conditions: Include a description of the adjacent street network including lane configurations, median types, sidewalks, bike lanes, road signs, bus stops, geometry and traffic controls at the pertinent intersections; Commercial and 4 1st St. Also include any observations or conclusions that are pertinent to this study. Project Traffic: Project a worse case occupancy for the project after completion of the new building by examining current occupancy and applying this density to the entire facility or the ITE estimate, whichever is worse. With this data, extrapolate the trip distribution to the access points of the facility and consider the following: I) Sight distance at the proposed southerly driveway and with respect to curve in 41st Street. Deterrnine if the location of the driveway is placed in the optimal location with respes;t to the intersection on the east and curve in 4151 to the west. PR!:-~UarVH ., MAR Ii 2010 I I I I I I I I I I I I I I I I I I I 2) Access point design: a) Width, depth (throat), configuration of possible right-in/right-out. Include this Scope of Work in the appendix of the Traffic Impact Study PRE.5U'MITT\1 PEC'D MAR 5 2010 (\Documents and Semngs\cindyp\Loca1 Sen.ings\Temporary lnlnnet Files\ComentOullookICZ7H8KNY\T1S SCOPE E.ut Side Baptist Cburcb- Branch Enginet:ring doc Pike: 2of2 I I I I I I I I I I I I I I I I I I I APPENDIX B ODOT CRASH DATA ...... II It") 1'1\(" . MAR ~ 20m . I I '. . . . . I I I I I I I I I I I Cindy From: Sent: To: Subject: Attachments: VOGEL Sylvia M [Sylvia.MVOGEL@odot.state.or.us] Monday, July 27,20097:32 PM Cindy@branchengineering.com RE: Crash Data: East Springfield sv.pulone-commercialand41 st.yr0507 _CDS150.pdf Hi Cindy: Attached is the information you requested for the intersection of Commercial Street and 41st Street for the period of January 1,2005 through December 31,2007. There were no crashes coded at that intersection for the requested time period. If you have any questions, please don't hesitate to contact me. Sincerely, SyMa Sylvia M. Vogel Crash Reporting Technician Crash Analysis And Reporting Unit Oregon Dept. of Transportation Transportation Data Section 555 13th Street NE, Suite 2 Salem, OR 97301-4178 (503) 986-4240 Fax: (503) 986-4249 svlvia. m. voaellalodot. state. or. us From: Cindy [mailto:Cindy@branchengineering.com] Sent: Wednesday, July 15, 2009 8:25 AM To: VOGEL Sylvia M; WARD Kimberlee S Subject: Crash Data: East Springfield Hello Sylvia/Kim, Please supply a crash history and summary for the most recent three full years at the following intersection in Springfield: . Commercial St. and 41" Street Please do not hesitate to contact me with any questions. Thank you PRE.Sl'~;llITTAL REC'O MAR 5 2010 Cindy Pulone Traffic Analyst Branch Engineering, Inc. 310 Fifth Street 1 - - - CDS150 07/27/2009 COLLISION TYPE YEAR: TOTAL FINAL TOTAL - - - - - - - - - - - - - OREGON DEPARTMENT OF TRANSPORTATION - TRANSPORTATION DEVELOPMENT DIVISION TRANSPORTATION DATA SECTION - CRASH ANALYSIS AND REPORTING UNIT CRASH SUMMARIES BY YEAR BY COLLISION TYPE Commercial Street @ 41 sl Street, City of Springfield January 1,2005 Through December 31,2007 NON- FATAL FATAL CRASHES CRASHES PROPERTY DAMAGE ONLY TOTAL PEOPLE PEOPLE CRASHES KILLED INJURED TRUCKS DRY SURF WET SURF DAY INTER- DARK SECTION Note: Legislative changes to DMVs vehide crash reporting requirements, effective 01/0112004, may result in fewer property damage only crashes being eligible for indusion in the Statewide Crash Data File. ""'=' ;::0 rn . ;;:: ~ 1> - :;0 C':J ~ <:n ~ '" r-- = ;U = rn (") 0 - - - PAGE: 1 INTER- SECTION OFF- RELATED ROAD . . . I . . . . '. . . . I I I I I I I APPENDIX c TRAFFIC COUNT SUMMARJES ~ MAR " u1( - - -- - - -- - - - - - - -- - - --1 Branch Engineering, Inc. 310 5th Street Springfield, OR 97477 541-746-0637 File Name Site Code Start Date Page No : Commercial Avenue at 41 5t Street (Sunday) : 00906702 : 8/2/2009 : 1 Grou~s Printed- Vehicles - Heavy Vehicles Westbound Northbound Start Time Right App, Tota! Right Thru Left Peds App, Total Right Thru Left Peds App. TOle! Right -- 'Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 "10:30 AM 0 18 0 0 0 0 0 0 18 1 0 19 6 10:45 AM 2 o 0 0 0 0 0 19 4 Total 2 ,15----~ 0-----0---- 0 -ou, 37 5 7 ------0'-44 o 50 50 '0 '94'--94 11:00AM 2 19 0 0 21 0 0 11:15AM 1 8 0 0 9 0 0 Grand Total 5 84 0 0 69 0 0 Apprch % 7.2 92.8 0 0 0 Total % 3:4 43.8 0 47.3 0 0 Vehicles 5 63 0 68 0 0 % Vehicles 100 98:4 0 0 98.6 0 0 Heavy Vehides 0 1 0 1 0 0 " He,vyVlIhic/es 0 1.6 0 0 1.4 0 0 0 0 0 0 7 0 0 7 4 0 1 0 0 0 0 6 1 0 7 2 0 1 0 0 0 0 50 6 0 56 15 0 6 0 0 0 89.3 10.7 0 71:4 0 28.6 o 0 0 o 34.2 4.1 0 38:4 10.3 0 4.1 -6-0-----0 '6 ----50" 6 0 56 15 0 6 o 0 0 0 100 100 0 100 100 0 100 -'0- -0----0-----0-'--0-'.0----6'---0 -~o-T-- 0 0 0 0 0 0 0 0 0 0 0 0 5 0 33 33 0 3 0 19 19 0 21 0 146 146 0 o 14:4 0 100 '6-----21 0 ,,- -0 '--1'45- 0 100 0 0 99.3 0 6 0 -0- -T 0 0 0 0 0.7 -- .~_.-I------~-out~bou~~--- ~---- - We:tb~und - u-l --- ----N:~-~ound------'-- --1- -------Eastbou~~ -- -------1 brt trmei.:::ffig6J]nuThru Left A . Tol,' Ri9htTThru'J" (e;i"CPe.~l!-ep~'Rightj_ fhru L:::J~~ I PedsJ_Tepj~~t-~g.htJ Thru [,-Cei![,PedsT.!>AA,.-;;'aI, In}. Tojill Peak Hour Analysis From 10:30 AM to 11: 15 AM ' Peak 1 of 1 Peak Hour for Entire Intersection Begins at 10:30 AM 10 10 11 11 --f"ial- ~p ------"'- . ;;:: ~~ ~ ~~ :30AM 0 18 0 18 0 0 0 0 0 0 18 1 0 19 6 0 :45AM 2 19 0 21 0 0 0 0 0 0 19 4 0 23 3 0 :OOAM 2 19 0 21 0 0 0 0 0 0 7 0 0 7 4 0 :15AM 1 8 0 9 0 0 0 0 0 0 6 1 0 7 2 0 Vofu~ ---,-------,-,-- -'69 - 6 , 0 -T-- 15 ---''0' , b -50 -. 6 --, 0'-- 56 15 0 5 64 0 D~Total 7.2 92.8 0 0 0 0 0 0 89.3 10.7 0 71.4 0 ~PHF .625 .842 .000 .821 .000 .000 .000 .000 ,000 .000 .658 .375 .000 .609 .625 .000 1 0 3 0 1 0 1 0 6 0 28.6 0 ~50o._ ~~qQ_=~--:75Q.. -=~.~730_ 7 6 5 3 21'- 44 50 33 19 146 :0 . -=-1 or -> '" C> C> ":J , ( ) '0 - - - - - - - -- - -- - - - - - -- Branch Engineering, Inc. 310 5th Street Springfield, OR 97477 541-746-0637 File Name Site Code Start Date Page No : Commercial Avenue at N Site Access Noon : 00907701 : 7/26/2009 : 1 --- - n____ -.--... ------ --- -- _9rour;>s Printed- Vehl~e.!..: HeavL~hicle_L- ---~._-_._._--- Southbound Westbound Eastbound Start TTm'e f3Jg~!rT~r--l~[ped~r;;-r;l.1 ~~~-'~~fE~~~:!QI.1 .- -_.. r n_ ~.._~- Right Thru Left Peds App. Totll Eoc:lll..!Q11l . ....!~~:!:~!.l . In!. TotalJ Factor" LQ. .1.il. n l,Q,n.1Jl_.LIl.. 1,Q, _1.0 _J,Q, 1.0 1.0 1.0 1.0 10:30 AM 0 0 0 0 0 3 0 1 0 4 0 0 0 5 0 5 0 9 9 10:45 AM 0 0 0 0 0 4 0 1 0 5 0 0 0 6 0 6 0 11 11 --"-'Tolaf -0 0 0 0 0 7 0 2 0 9 0 0 0 11 0 11 0 20 20 11:00AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15AM 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 2 2 11:30AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 . . 'Total . - a' 0 d 6 0 ""1 0 1 0 i --0- ij no 0 "0 "0"-'-0- '-0-' 0 0 i i 0 12:00 PM 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 2 2 12:15 PM 0 0 0 0 0 15 0 10 0 25 0 0 0 0 0 2 0 0 0 2 0 27 27 12:30 PM 0 0 0 0 0 5 0 1 0 6 0 0 0 0 0 0 0 3 0 3 0 9 9 Grand Total 0 0 0 0 0 29 0 15 0 44 0 0 0 0 0 2 0 14 0 16 0 60 60 Apprch % 0 0 0 65.9 0 34.1 0 0 0 0 0 12.5 0 87.5 0 Total % 0 0 0 ----~.- 0 48.3 0 25 0 73.3 0 o 0 0 0 3.3 0 23.3 0 26.7 0 100 WhJcles 0 0 0 d 29 0 15-' 'd- - 44 --0' --'0'-' 6 --.-. 6 '-0 2 0 .14.-~0.-.f6 .- -0' ..-. 0 ---60- %_Y~hjcles 0 0 0 0 0 100 0 100 0 100 0 -- 0 o 0 0 100 0 100 0 100 0 0 100 - 0- 0 - 0- 6 0 oono 0 -0----6 ------6- '-0-0 -o----n -0 6 6 "'d' ~ea'o'y VeJlides 0 0 0 0 0 i!i HuV'Y Vehides 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 = J <:n --i ~- ~--J; ::0 Southbound ~ . - Start Time Right I Thru Left ~ Total Right Peak HOUr7inalysiSF,Om 10:3"OAM to 1"15 AM. Peak 1 011 Peak ROJr for Entire Intersection Begins at 10:30 AM Eastbound 1 Ri9-'-'1.--I)1.':~T:':'1~ftrPedj]APP:~Tota,-1 To'r: 1'ot~i I --1' 10:30 AM 0 0 0 0 3 0 1 0 4 0 0 0 0 0 0 0 5 0 5 9 10:45 AM 0 0 0 0 4 0 1 0 5 0 0 0 0 0 0 0 & 0 & 11 11:00AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15AM 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 0 0 0 0 2 otal Volume 0 0 0 0 8 0 3 0 11 0 0 0 0 0 0 0 11 0 11 22 Yo App.~t.~ 0 0 0 72.7 0 27.3 0 0 0 0 0 0 0 100 0 PHF .000 .000 .000 .000 .500 .000 . .750 .000 .550 .000 .000 .000 .000 .000 .000 .000 .458 .000 .458 ,-_50Q.~ -_._~-_. Branch Engineering, Inc. 310 5th Street Springfield, OR 97477 541-746-0637 - - - - -- - - - - - - - - - - Southbound Westbound Northbound Eastbound "~t~~~~:, ~i~1E~~". L1:~r~~l= T~;; Ri~~ [~~c6+\e{J!3~~0=':it~JI~T~:tf=~Nr~e[~J~=~~~~~_~~~~~r6E!f~p:~1~ F';- To'" 10:30 AM 0 0 0 0 0 2 0 1 0 3 0 0 0 0 0 5 0 2 0 7 10:45 AM 0 0 0 0 0 1 0 3 0 4 0 0 0 0 0 4 0 2 0 6 T"i.I--O- 0---0--"0--"--6 30 .4 -6 7--0 0 00 09.---00000_-4--0 13 11:00AM 11:15AM 11:30AM 11:45AM Tot-al 12:00 PM 12:15 PM 12:30 PM Grand Total Apprch % Total % -. VehJcles ~_'{ehi~1~_~ Heavy Vehicles % HelVYVehiclu .., ;;:: J> = ~ . . File Name Site Code Start Date Page No : Copy of Commercial Avenue at S Site Access Noon : 00907700 : 7/26/2009 : 1 ..,. i "- c " ? 1 ,") 0;:) __~_~ q!PJ!P_s_~rinted:.Y~J1_icle~_=-t;~avy X~bLc;l~~____ 0 0 0 0 0 0 0 0 0 0 0 0 0 o OJ 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ---~- -----g --.J{ 000 0 0 "0- 0'- -"0 6- 0- 0"----0- -. 0 --. ---6- --0--0----0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 D 4 0 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 2 0 2 0 D 0 0 0 0 0 0 0 D 0 0 D 0 8 0 10 0 18 0 0 0 0 0 10 0 4 0 0 0 0 44.4 0 55,6 0 0 0 0 0 71.4 0 28.6 0 000 0 25 0 31.2 0 56.2 0 --- 0 0 0 0 31.2 0 12.5 0 '0---0---6- ----- -0 -8----0 10--0-- 18 0 0 0 0 0 10 0 4 0 0 0 0 0 0 100 0 100 0 100 0 0 0 0 0 100 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 ~ Southbound Westbound Northbound I-----Sfiiftime Ri ht Thru.. LeftlAp~. Total Ri hI Thru I Left I Ped~~(al ~ght Thru Left Peds ~. Total Peak-Hou,-Anaiysis From 10:30 AM 10 11:15 AM- Peak Tol 1 Peak Hour for Entire Intersection Begins at 10:30 AM 10:30 AM 0 0 0 0 2 0 1 0 3 0 0 0 0 0 5 0 10:45 AM 0 0 0 0 1 0 3 0 4 0 0 0 0 0 4 0 11 :00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 11:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 --toial Volume 0 0- 0 0 3 0 4 0 7 0 0 0 0 0 10 0 .. %Ae~Jolal 0 0 0 42.9 0 57.1 0 0 0 0 0 71.4 0 ________P_H!,: _:o.09n~0_~QQ._ __~_.37.5_ _000__]}~_~00__,i3~ __ ;()Q.L_,900 _.._,OQ.L_.JlOL__,QOO __ ~500 _ .000_ ---~ ~- 43.8 ---14 -- 100 o o - -- :dY T~._ P;~~~~~I~~!~~:~ o 10 10 o 10 10 0:20- 20 o 1 o 0 o 0 o 0 0- --1-. 1 o o o .-T o o o 14 o 0 o 9 o 2 o 32 o 100 0--- 0--- o 0 --0---0- D 0 o 9 2 32 32- 100 -0 o . -~ Eastbound Ri9.1!U._ Thru J - L~_ft.J PedsJ:;;;p'-'-T~"'- ._Int. fotalJ 2 0 7 10 2 0 6 10 0 0 1 1 0 0 0 0 4 0 14 21 28.6 0 500 .000 .560 -~525 .. --- -. '-'.- I I I I I I I I I I I I I I I APPENDIX o INTERSECTION PERFORMANCE CALCULATIONS I I I I I I I '" . ""'\,P'l" PR~ \ I,. MAR 2010 I I I I I I I I I I I I I I I I I I I Existing 2009 (Sunday Peak Hour) 3: Commercial Avenue & 41 st Street 8/5/2009 _ ovement.. \c"- .~'" Lane Configurations Volume (vehlh) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right tum flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC 1, stage 1 cont vol vC2, stage 2 cont vol vCu, unblocked vol IC, single (s) tC, 2 stage (s) tF (s) pO queue tree % eM capacity (vehlh) DireCtion, rliri'e''#- .'l" Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS - ... - ~ .. "'\ ....EBTrEBR~Br---WElTrNBL-,BR 1+ of V 64 5 6 50 6 15 Free Free Stop 0% 0% 0% 0.92 0.92 0.92 0.92 0.92 0.92 70 5 7 54 7 16 ..~. ';;';";,-." None None 75 140 72 140 72 6.4 6.2 3.5 3.3 99 98 850 990 ,- ..~, "."-"~-- 75 4.1 2.2 100 1524 r:i:n~WB-r'-iJEj 1. 75 61 23 o 7 7 5 0 16 1700 1524 945 0.04 0.00 0.02 002 0.0 0.8 8.9 A A 0.0 0.8 8.9 A lmersealOii"surniMry,"~~ ~~r~.:--. -'.,W" Average Delay Intersection Capacity Utilization Analysis Period (min) . _-~_"'~ -1'.:;, .... .. h.. '-''''I'' I ~ . ~ ''', -- "":"""I _ ..J/P' 1.6 18.3% 15 ICU Level 0' Service ~ ,,- 1& "_'_,N" A PRE-SU~I'I,:1'I.I I)Et,'D MAR 5 2010 Baseline %user_name% Synchro 7 - Report Page 1 I I I I I I I I I I I I I I I I I I I Build 2009 (Sunday Peak Hour) 3: Commercial Avenue & 41st Street 8/5/2009 "0 m-"'''''' " IVI ve em,~ ,~:;;^ , "'i ~'" Lane Configurations Volume (vehlh) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Waiking Speed (IUs) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage Is) tiF (s) pO queue free % cM capacity (vehlh) bireCtloii,lanr# Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS liitersection Suiii1l1ary 7 Average Delay Intersection Capacity Utilization Analysis Period (min) -+ .,. l:aT--EBR-WB[ 1+ 64 25 57 Free 0% 0,92 0.92 0.92 70 27 62 None 2.2 96 1497 I:BT""WB"1:__NB"l- ~ 97 116 100 o 62 28 27 0 72 1700 1497 877 0.06 0.04 0.11 o 3 10 0.0 4.2 9.6 A A 0.0 4.2 9.6 A . - ..... >",~ ~ 4.6 25.6% 15 of -4- ..... ". .' WBT,~Br-"'NBR~~ " 4' V 50 26 66 Free Stop 0% 0% 0.92 0.92 0.92 54 28 72 k,~."...,., ~"~' ..,. '''.. ...: '1 None 97 261 83 97 4.1 261 6.4 83 6.2 3.5 96 697 3.3 93 976 - ". 1 ,.,-,.'<, ,'p ;1:> .-ow-..~ '" ........ ." ~ ICU Level of Service A PKt-:I'M ""T\L OEC'D MAR fi 201G Baseline %user_name% Synchro 7 - Report Page 1 I II I I I I I I I I I I I I I I I I I Existing 2009 (Sunday Peak Hour) 5: Site Access & 41st Street 8/5/2009 .,)- ..... t ~ ..; .." fVf1\'''~me'iit'' 1'..~~ ,"'i . '~"'.':"'Nr- . ~'" - ... -13 . ~ - ...... ~>'{IlA~bi.'!;,dei'I.,'x I tBL,..."t:BR .' ... Blf~ eC.NBT ' SBT" ,S R .T <.,><.;;c'" Lane Configurations V 4 f+ Volume (vehlh) 0 0 0 21 11 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 0 23 12 0 Pedestrians Lane Width (ft) Walking Speed (lUs) Percent Blockage ,. Right turn flare (veh) Median type None None 'x Median storage veh) Upstream signal (ft) pX, piatoon unblocked vC, conflicting volume 35 12 12 vC1, stage 1 conI vol vC2, stage 2 conI vol vCu, unblocked vol 35 12 12 tC, single (s) 6,4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 pO queue free % 100 100 100 eM capacity (vehlh) 978 1069 1607 Direction, Lane # EliL. t-1B1 "..Sti'1 - ---- ., -...., I "<' ...-....."". -'--'. Volume Total 0 23 12 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1607 1700 Volume to Capacity 0.00 0.00 0.01 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A liitersectillfi'Summai'y-~2' :,.-;:.., - nrltV"'~l:.P' m.~ _ "'IU:" ""?; ,~ IIllI :- - I cLji;: 4<~J <9S' ">'.:""" Average Delay 0.0 Intersection Capacity Utilization 6.7% ICU Level 01 Service A Analysis Period (min) 15 P~;;/ ,~" ""7,i1L REC'D MAR 52010 Baseline %user_name% Synchro 7. Report Page 1 I I I I I I il I I I I I I I I I I I I I I Build 2009 (Sunday Peak Hour) 5: Site Access & 41st Street 8/5/2009 Movemen'f!"oo , Lane Configurations Volume (vehlh) Sign Control Grade Peak Hour F aclor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ftIs) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 confvol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) IC, 2 stage (s) IF (s) pO queue free % cM capacity (vehlh) DlreCtlO'li,'i:'8ii'e"it Volume Total Volume Left Volume Right cSH Volume 10 Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS .,)- t ~ t + .; ,EB~EBR-::"'NBr '-NBT'""":"SBT-:-"SBR'" V 71 31 31 Stop 0% 0.92 0.92 0.92 77 34 34 141 51 141 6.4 51 6.2 89 4.1 3.5 3.3 2.2 91 97 98 833 1018 1506 EElJ'""'JiB~SB.1-"" 111 57 89 77 34 0 34 0 77 882 1506 1700 0.13 0.02 0.05 11 2 0 9.7 4.5 0.0 A A 9.7 4.5 0.0 A iniefUctio~ Summary "'11- Average Delay Intersection Capacity Utilization Analysis Period (min) .. 5.2 22.7% 15 89 \,:.."... fi:~~~.~~',,'ir:'i\.'i .z:,,.,''7'''.~ :;::..~ :~I +f t+ 21 11 71 Free Free 0% 0% 0.92 0.92 0.92 23 12 77 None None - - 'i'i,:.~; '. J ,~ ,-..,., iffJ,;~': ~- ~.~! ~.- '" .;..;:.; .",.,..... I '.,,,,=. ICU Level of Service A PkE.J!Il'"J1Ii!':"l C~C'D MAR 5 2010 Baseline %user_name% Synchro 7 - Report Page 1 III I I I I I I I I I I I I I I I I I I APPENDIX E PHOTOGRAPH OF STUDIED INTERSECTION AND INTERSECTION SIGHT DISTANCE TABLE ~I <<... ~, pi! 'f I IlL-, MAR ') 2ulO I I I I I I I I I I I I I I I I I I I PHOTOGRAPH OF STUDIED INTERSECTION AVAILABLE SIGHT DISTANCE ~- ,j=,~ ~ ~ o :i:::=l ~ Illig ~ IO!= 41" Street at Site Access (Looking Right) PRE-';' lhrvnHAl REC'O MAR 5 2010 I I I intersections US Customa Intersection sight Stopping distance for Design sight assen er cars speed distance Calculated Design m h ft ft ft 15 80 165.4 170 20 115 220.5 225 25 155 275.6 280 30 200 330.8 335 35 250 385.9 390 40 305 441.0 445 45 360 496.1 500 50 425 551.3 555 55 495 606.4 610 60 570 661.5 665 65 645 716.6 720 70 730 771.8 775 75 820 826.9 830 80 910 882.0 885 Intersection sight distance shown is for a stopped passenger car to tum left onto a two-lane highway with no median and grades 3 percent or less. For other conditions, the time gap must be adjusted and required sight distance recalculated. Design speed km/h 20 30 40 50 60 70 80 90 100 110 120 130 I I I I I I I Note: Stopping sight distance (m) 20 35 50 65 85 105 130 160 185 220 250 285 Metric Intersection sight distance for assen er cars Calculated Design m m 41.7 45 62.6 65 83.4 85 104.3 105 125.1 130 146.0 150 166.8 170 187.7 190 208.5 210 229.4 230 250.2 255 271.1 275 Exhihit 9-55. Design Intersection Sight Distance--Case BI-Left Turn from Stop Sight distance design for left turns at divided-highway intersections should consider multiple design vehicles and median width. If the design vehicle used to determine sight distance for a divided-highway intersection is larger than a passenger car, then sight distance for left turns will need to be checked for that selected design vehicle and for smaller design vehicles as well. If the divided-highway median is wide enough to store the design vehicle with a clearance to the through lanes of approximately I m [3 ft] at both ends of the vehicle, no separate analysis for the departure sight triangle for left turns is needed on' the minor-road approach for the near roadway to the left. In most cases, the departure sight triangle for right turns (Case B2) will provide sufficient sight distance for a passenger car to cross the near roadway to reach the median. Possible exceptions are addressed in the discussion of Case B3. I I I I I I I I I If the design vehicle can be stored in the median with adequate clearance to the through lanes, a departure sight triangle to the right for left turns should be provided for that design vehicle turning left from the median roadway. Where the median is not wide enough to store the design vehicle, a departure sight triangle should be provided for that design vehicle to turn left from the minor-road approach. The median width should be considered in determining the number of lanes to be crossed. The median width should be converted to equivalent lanes. For example, a 7.2-m [24-ft] median should be considered as two additional lanes to be crossed in applying the multilane highway adjustment for time gaps in Exhibit 9-54. Furthermore, a departure sight triangle for left turns .11 "'--'D I 1\. I, '"'' 1!L\R 661 1) 2010 I I I I I I I I I I I I I I I I I I I