August 2019
4005 Strandherd Drive TIA Report
4005 Strandherd Drive
TIA Strategy Report
prepared for: grc Architects 47 Clarence Street, Suite 401 Ottawa, Ontario K1N 9K1
prepared by:
1223 Michael Street North Suite 100 Ottawa, ON K1J 7T2
August 13, 2019
476618-01000
Table of Contents
1. SCREENING FORM...... 1 2. DESCRIPTION OF PROPOSED DEVELOPMENT ...... 1 2.1. PROPOSED DEVELOPMENT ...... 1 3. EXISTING CONDITIONS ...... 3 3.1. AREA ROAD NETWORK ...... 3 3.2. PEDESTRIAN/CYCLING NETWORK ...... 3 3.3. TRANSIT NETWORK ...... 3 3.4. EXISTING STUDY AREA INTERSECTION ...... 4 3.5. EXISTING INTERSECTION OPERATIONS ...... 5 3.6. EXISTING ROAD SAFETY CONDITIONS ...... 6 4. PLANNED CONDITIONS ...... 7 4.1. PLANNED STUDY AREA TRANSPORTATION NETWORK CHANGES ...... 7 STRANDHERD DRIVE ...... 7 CHAPMAN MILLS DRIVE EXTENSION EA ...... 7 CHAPMAN MILLS INITIRIM CONDITIONS ...... 7 4.2. OTHER AREA DEVELOPMENTS ...... 8 CITI GATE DEVELOPMENT ...... 8 4401 FALLOWFIELD ROAD DEVELOPMENT ...... 9 HARMONY DEVELOPMENT (4025 STRANDHERD DRIVE) ...... 9 3285 BORRISOKANE ROAD ...... 9 5. STUDY AREA ...... 10 5.1. TRANSIT ...... 10 5.2. NETWORK CONCEPT ...... 10 5.3. INTERSECTION DESIGN ...... 10 6. TIME PERIODS ...... 10 7. HORIZON YEARS ...... 10 8. EXEMPTIONS REVIEW...... 11 9. DEVELOPMENT GENERATED TRAVEL DEMAND ...... 11 9.1. TRIP GENERATION ...... 11 TRIP GENERATION ...... 11 MODE SHARES ...... 12 9.2. TRIP DISTRIBUTION...... 12 9.3. TRIP ASSIGNMENT ...... 13 10. BACKGROUND NETWORK TRAVEL DEMANDS ...... 14 10.1. TRANSPORTATION NETWORK PLANS ...... 14 10.2. BACKGROUND GROWTH ...... 14 10.3. OTHER DEVELOPMENTS ...... 15
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report i
11. DEMAND RATIONALIZATION...... 15 FUTURE BACKGROUND 2020 OPERATIONS ...... 15 FUTURE BACKGROUND 2025 OPERATIONS ...... 17 12. DESIGN REVIEW COMPONENT ...... 19 12.1. DESIGN FOR SUSTAINABLE MODES ...... 19 12.2. CIRCULATION AND ACCESS ...... 19 12.3. NEW STREET NETWORKS...... 19 13. PARKING ...... 19 13.1. PARKING SUPPLY ...... 19 13.2. SPILLOVER PARKING ...... 19 14. BOUNDARY STREET DESIGN...... 20 14.1. MOBILITY ...... 20 14.2. ROAD SAFETY ...... 21 14.3. NEIGHBOURHOOD TRAFFIC MANAGEMENT (NTM) ...... 21 15. ACCESS INTERSECTIONS DESIGN ...... 21 PROJECTED TOTAL 2020 OPERATIONS ...... 21 PROJECTED TOTAL 2025 OPERATIONS ...... 23 15.2. LOCATION AND DESIGN OF ACCESS ...... 24 15.3. INTERSECTION CONTROL ...... 24 16. TRANSPORTATION DEMAND MANAGEMENT ...... 24 16.1. CONTEXT FOR TDM ...... 24 16.2. NEED AND OPPORTUNITY ...... 24 16.3. TDM PROGRAM ...... 24 17. NEIGHBOURHOOD TRAFFIC MANAGEMENT ...... 24 17.1. ADJACENT NEIGHBOURHOODS ...... 24 18. TRANSIT ...... 25 18.1. ROUTE CAPACITY ...... 25 18.2. TRANSIT PRIORITY ...... 25 18.3. INTERSECTION DESIGN ...... 25 19. REVIEW OF NETWORK CONCEPT ...... 26 20. SUMMARY OF IMPROVEMENTS INDICATED AND MODIFICATION OPTIONS ...... 26
LIST OF FIGURES
FIGURE 1: LOCAL CONTEXT ...... 1 FIGURE 2: SITE PLAN ...... 2 FIGURE 3: AREA TRANSIT NETWORK ...... 4 FIGURE 4: EXISTING PEAK HOUR TRAFFIC VOLUMES ...... 5 FIGURE 5: CHAPMAN MILLS DRIVE EA FUTURE CROSS SECTION ...... 7 FIGURE 6: CHAPMAN MILLS INTERIM CONDITIONS ...... 8 FIGURE 7: HARMONY SITE LOCATION ...... 9 FIGURE 8: 3285 BORRISOKANE ROAD PHASE 1 SITE LOCATION ...... 10
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report ii
FIGURE 9: 'NEW' SITE GENERATION TRAFFIC VOLUMES (INTERIM) ...... 13 FIGURE 10: 'NEW' SITE GENERATION TRAFFIC VOLUMES (ULTIMATE) ...... 13 FIGURE 11: BASE 2020 FUTURE BACKGROUND TRAFFIC VOLUMES ...... 15 FIGURE 12: 4401 FALLOWFIELD PROJECTED TRAFFIC VOLUMES ...... 16 FIGURE 13: COMBINED PROJECTED 2020 BACKGROUND TRAFFIC VOLUMES ...... 16 FIGURE 14: BASE 2025 FUTURE BACKGROUND TRAFFIC VOLUMES ...... 17 FIGURE 15: MINTO WEST PROJECTED TRAFFIC VOLUMES ...... 17 FIGURE 16: MION PROJECTED TRAFFIC VOLUMES ...... 18 FIGURE 17: COMBINED 2025 FUTURE BACKGROUND TRAFFIC VOLUMES ...... 18 FIGURE 18: LAY-BY PARKING ...... 20 FIGURE 19: PROJECTED TOTAL 2020 TRAFFIC VOLUMES ...... 22 FIGURE 20: PROJECTED TOTAL 2025 TRAFFIC VOLUMES ...... 23 FIGURE 21:BARRHAVEN MEWS ROADWAY CONNECTIONS ...... 25
LIST OF TABLES
TABLE 1: EXISTING PERFORMANCE AT STUDY AREA INTERSECTIONS ...... 6 TABLE 2: EXEMPTIONS REVIEW SUMMARY ...... 11 TABLE 3: ADDITIONAL RECOMMENDED EXEMPTIONS SUMMARY ...... 11 TABLE 4: ITE VEHICLE TRIP GENERATION RATES ...... 11 TABLE 5: MODIFIED PERSON TRIP GENERATION ...... 12 TABLE 6: CEPEO HIGH SCHOOL MODAL SPLIT ...... 12 TABLE 7: TOTAL SITE TRIP GENERATION ...... 12 TABLE 9: STRANDHERD/FRASER FIELDS HISTORICAL BACKGROUND GROWTH (2013-2018) ...... 14 TABLE 10: 2020 BACKGROUND PERFORMANCE AT STUDY AREA INTERSECTIONS ...... 16 TABLE 11: 2025 BACKGROUND PERFORMANCE AT STUDY AREA INTERSECTIONS ...... 18 TABLE 12: MMLOS – PROJECTED 2025 BOUNDARY ROAD ...... 21 TABLE 13: TOTAL PROJECTED 2020 PERFORMANCE AT STUDY AREA INTERSECTION ...... 22 TABLE 14: PROJECTED TOTAL 2025 PERFORMANCE AT STUDY AREA INTERSECTION ...... 23 TABLE 15: MMLOS – 2025 SIGNALIZED STUDY AREA INTERSECTIONS ...... 26
LIST OF APPENDICES
APPENDIX A – SCREENING FORM AND CORRESPONDENCE APPENDIX B – TRAFFIC DATA APPENDIX C – SYNCHRO CAPACITY ANALYSIS: EXISTING CONDITIONS APPENDIX D – COLLISION DATA APPENDIX E – BACKGROUND GROWTH APPENDIX F – SYNCHRO CAPACITY ANALYSIS: PROJECTED BACKGROUND 2020 OPERATIONS APPENDIX G – SYNCHRO CAPACITY ANALYSIS: PROJECTED BACKGROUND 2025 OPERATIONS APPENDIX H – SYNCHRO CAPACITY ANALYSIS: PROJECTED TOTAL 2020 OPERATIONS APPENDIX I – SYNCHRO CAPACITY ANALYSIS: PROJECTED TOTAL 2025 OPERATIONS APPENDIX J – TDM SUPPORTIVE DEVELOPMENT DESIGN AND INFRASTRUCTURE AND TDM MEASURES CHECKLISTS APPENDIX K – MMLOS ANALYSIS
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report iii
TIA Plan Reports
On 14 June 2017, the Council of the City of Ottawa adopted new Transportation Impact Assessment (TIA) Guidelines. In adopting the guidelines, Council established a requirement for those preparing and delivering transportation impact assessments and reports to sign a letter of certification.
Individuals submitting TIA reports will be responsible for all aspects of development-related transportation assessment and reporting, and undertaking such work, in accordance and compliance with the City of Ottawa’s Official Plan, the Transportation Master Plan and the Transportation Impact Assessment (2017) Guidelines.
By submitting the attached TIA report (and any associated documents) and signing this document, the individual acknowledges that s/he meets the four criteria listed below.
CERTIFICATION
1. I have reviewed and have a sound understanding of the objectives, needs and requirements of the City of Ottawa’s Official Plan, Transportation Master Plan and the Transportation Impact Assessment (2017) Guidelines; 2. I have a sound knowledge of industry standard practice with respect to the preparation of transportation impact assessment reports, including multi modal level of service review; 3. I have substantial experience (more than 5 years) in undertaking and delivering transportation impact studies (analysis, reporting and geometric design) with strong background knowledge in transportation planning, engineering or traffic operations; and 4. I am either a licensed1 or registered2 professional in good standing, whose field of expertise [check ✓ appropriate field(s)] is either transportation engineering □ or transportation planning □.
1,2 License of registration body that oversees the profession is required to have a code of conduct and ethics guidelines that will ensure appropriate conduct and representation for transportation planning and/or transportation engineering works.
City Of Ottawa Ville d'Ottawa Infrastructure Services and Community Sustainability Services d 'infrastructure et Viabilité des Planning and Growth Management 110 Laurier Avenue West, 4th fl. Ottawa, ON K1P 1J1 collectivités Tel. : 613-580-2424 Urbanisme et Gestion de la croissance Fax: 613-560-6006 110, avenue Laurier Ouest Ottawa (Ontario) K1P 1J1 Tél. : 613-580-2424 Télécopieur: 613-560-6006
Transportation Impact Assessment Guidelines
Dated at Ottawa this 13 day of August , 20 19 . (City)
Name: Matthew Mantle (Please Print)
Professional Title: Transportation Engineer
Signature of Individual certifier that s/he meets the above four criteria
Office Contact Information (Please Print) Address: 1223 Michael Street
City / Postal Code: Ottawa K1J 7T2
Telephone / Extension: 613 – 691 ‐ 1528
E‐Mail Address: [email protected]
Stamp
13 August 2019
68 Revision Date: June, 2017
TIA Strategy Report
1. SCREENING FORM The screening form has been prepared and included within Appendix A for the subject site. The screening exercise identified the need for a Transportation Impact Assessment (TIA) based on the Trip Generation, Location, and Safety triggers. The proposed high school will ultimately support 1,000 students, with a total 99,900sq. ft. of gross floor area, 96 parking stalls, 93 bicycle parking stalls, and a soccer field and basketball court.
2. DESCRIPTION OF PROPOSED DEVELOPMENT
2.1. PROPOSED DEVELOPMENT
The proposed high school at 4005 Strandherd Drive is a greenfield development, forming part of the Barrhaven community. The site is zoned as Minor Institutional (I1A) and includes the permitted land use as a school. The site’s local context is illustrated in Figure 1.
The high school will support approximately 1,000 students and be accessed from Strandherd Drive, via the future Chapman Mills Drive. The site plan is illustrated in Figure 2. The estimated date of occupancy is 2020 with one phase of development. Figure 1: Local Context
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report 1
006 - 18 - 12 - D07 CJ CJ CJ CJ CJ Ontario #17806 1817 A001 job. no. drawing no. 8960 - LAURENT LAURENT BLVD, - professional stamp 2445 ST 6C3 K1G OTTAWA,ON 613 742 T: May 2019 May As indicated LH CJ 13/05/2019 NTRACTOR TO VERIFY ALL DIMENSIONS AND NOTIFY THE AND NOTIFY DIMENSIONS ALL VERIFY TO NTRACTOR CO 543 13/05/2019 15/03/2019 Issued for Permit Building 28/01/2019 for Issued Review 66% Re-Issued for Site Plan Control 21 11/12/2018 17/09/2018 for Issued Review 33% Issued for Site Plan Control FOLLOWING DRAWINGS: STRUCTURAL, MECHANICAL, ELECTRICAL MECHANICAL, DRAWINGS: STRUCTURAL, FOLLOWING ARCHITECT OF ANY DISCREPANCIES BEFORE WORK COMMENCES WORK BEFORE DISCREPANCIES OF ANY ARCHITECT . THE WITH CONJUNCTION IN READ BE TO DRAWING THIS no. date revision / issueconsultant by northpoint project title ÉCOLE SECONDAIRE PUBLIQUE DE BARRHAVEN Barrhaven drawing title SITE PLAN date scale drawn approved plot date 3 1. DRAWING FROM THIS SCALE DO NOT 2. G , E 2 m driveway width m driveway 1461 D BY : ANNIS, O'SULLIVAND BY - NG COLOR TO THE BOUNDIN HALT APRON. Corner side parking Corner yard PROVIDED 8.3m 184.08m 96 Total Spaces 96 Total 3.75m accesslane 7.5m accesswidth 91 Standard Spaces 91 Standard 2 'Type A' AccessibleA' 2 'Type Spaces AccessibleB' 3 'Type Spaces 93 spaces 0.6m x 1.8m 3.5m width >20% yes yes 58m fromlot line 1.5m acces aisle acces 1.5m 7.5m aisle width 1 space 1 7.0m length ERWISE S AND PROPERTY LIN PROPERTY AND S S, SITE GRADING, SURFACE SITE GRADING, S, NLESS NOTED OTHERWISENLESS NOTED NCLUDING ACCESSIBLENCLUDING PARKING ) 2 ) ) ) ) 2 2 2 2 EXISTING UTILITY POLE UTILITY EXISTING SEE CIVIL HYDRANT, FIRE NEW POLE C/WFLAG BASE, CONCRETE SEEDETAIL 2/A004. DEPRESSED CURB WITH TACTILE INDICATOR LANDSCAPE SEE RINGS, BICYCLE CATCH BASIN, SEE CIVIL NEW STEELBOLLARDS,GALVANIZED PAINTED. SEE DETAIL 1/A004. BASE, CONCRETE C/W POST LIGHT NEW SEE DETAIL 6/A004. REFER TO ELECTRICAL. NEW TITLE SEE SIGNAGE, SCHOOL DETAIL ELECTRICAL. TO 3/A004. REFER TS DC B LP FP CB FH UP (522 890ft (522 904ft (99 090ft (57 193ft (24 620ft (18 min lot area 48 578m 8960 5168 7242 F: 613 728 3434 3434 2 - - - - - 2 LAURENTBLVD, - 2 2 2 2 Along Strandherd Drive) ( setback (Along Chapman Mills Drive) 1.5m access aisle access 1.5m 1737 WOODWARD DRIVE, 47 CLARENCE STREET, - - ARKS TO BEARKS A CONTRASTI PAINTED TO (c): setback front 7.5m yard setback >7.5m (b): 400m a):width 2.6m-2.75m 2.6m width PART OF LOTS 14 AND 15 AND 14 LOTS OF PART CONCESSION 3 (RIDEAU FRONT) 045950130 & 04591752 PIN: 4005 STRANDHERD DRIVE OTTAWA, ON K2J 6E1 578m 48 9,281m 5,304m 2,248m 1,730m 10.9% (d): (e): setback yard rear 7.5m (f): setback side 7.5m yard side yard corner 4.5m setback >7.5m (g): setback >7.5m 15m max building height setback >4.5m 13mmax height (b): 5.2m length 5.2m length (c): screened from viewgrade below stored waste NOUVELLE ÉCOLE SECONDAIRE NOUVELLE ÉCOLE SECONDAIRE BARRHAVEN L'EST DE PUBLIQUES ÉCOLES DES CONSEIL DE L'ONTARIO (CEPEO) ST 2445 OTTAWA, ON K1G 6C3 742 613 T: GRC ARCHITECTS 401 OTTAWA, ON K1N 9K1 4180 241 613 F: 8203241 T: 613 & ASSOCIATES INC. B. LENNOX JAMES 3332 CARLING AVENUE, 5A8 K2H ON OTTAWA, T: 613 722 &CUNLIFFE ASSOCIATES INC. 102 0P9 K2C ON OTTAWA, T: 613 729 ASSOCIATESLRL LTD. ROAD, CANOTEK 5430 9G2 K1J ON OTTAWA, 842 613 T: VOLLBEKK LTD. O'SULLIVAN, ANNIS, ROAD, CANOTEK 5430 OTTAWA, ON K1J 9G2 842 613 T: Table 170A(a): 15mmin lot width 96 Spaces N/A Table 111A(d): 93 spaces 107.(1) (c)(i): 6.7m aisle width 110.(1) (a),(b):of 15% parking lot 110.(3) (a): 9m fromlot line Table 101, Row N80 (Subject to 2017-303) Table 101, Row 107.(1) (a)(i): 3.0m accesslane (2/Classroom x [36 Classrooms + + Classrooms [36 x (2/Classroom Portable Classrooms])12 Future Table 110 (a), (b):Table 110 (a), 3m buffer width 111.(9) Table 113A(a): Table space 1 ZONEINSTITUTIONAL I1A[2361]-h Table 113B(b)(i):Table 113B(c): 5.0m accesswidth Table 113B(d)(ii):Table 113B(f): 7.0m min length 3.5m min width KEYNOTE LEGEND CIVIL, BASKETBALL GAME LINES TO BE 50mm WIDE PAINTED LINES ON LINES PAINTED 50mm WIDE BE TO GAME LINES BASKETBALL ASHPALT. PROPERTY LINE PROPERTY SETBACK BUILDING NEWCHAIN LINK FENCE ENTRANCE MAIN ENTRANCESECONDARY STALL PARKING FREE BARRIER VEHICULAR DIRECTION LANE BICYCLE PAVERS,CONCRETE REFER TO LANDSCAPEDRAWINGS SEE ASPHALT, CIVIL DUTY HEAVY CIVIL SEE ASPHALT, DUTY LIGHT SEE CIVIL ROUTE, FIRE PERENNIALS, & SHRUBS PROPOSED SEELANDSCAPE TAPERED C/W DRAIN ROOF PROPOSED SUMP INSULATION PUBLIC STOP FUTURE TRANSIT LANDSCAPE SEE TREE, PROPOSED OWNER: SURVEYOR: ARCHITECT: ARCHITECT: LANDSCAPE LANDSCAPE MECHANICAL: ALL DIMENSIONS ARE IN MILLIMETERS EXCEPT GRADE, FLOOR ELEVATION FLOOR EXCEPT GRADE, ARE IN MILLIMETERS ALL DIMENSIONS (SHOWN IN METERS). DIMENSIONS PLANS SURVEY PREPARE FROM OBTAINED ALL LEGAL INFORMATION SURVEY 13, 2016VOLLEBEKK OCTOBER DATED LTD, LANDSCAPEREFER TO DRAWINGS SIDEWALK,FOR LANDSCAPING, CURBS, SOFT/HARD AND CONCRETE PATTERN,LAYOUT. MATERIAL PAVEMENT CIVIL DRAWINGREFER TO CATCH BASINS, FOR SITE SERVICE MANHOLES, WORKDRAINAGE AND ROAD ELEVATIONS SHOWN DATUM. ARE GEODETIC REFERRED TO ALL PARKING SPACES BE100mm WIDETO PAINTED ASPHALT, LINES ON I AS ILLUSTRATED LOGO CAR CHARGING ELECTRIC AND SPACELOGO U WHITE, PAINTED BE TO BASKETBALL COURT FULL FOR LINES GAME ALL LANE SPACE& M NEUTRAL MARKS ZONE LINES OTH NOTED UNLESS WIDE, 50mm BE TO BASKETBALL FOR LINES GAME ALL 60617/A004 DETAIL TO REFER & POST. BACKSTOP BASKETBALL NEW NEW ASPHALT BASKETBALL COURT C/W ASP 62 NEW SOCCER GOALS STRUCTURAL: ELECTRICAL & ELECTRICAL GENERAL NOTES PARKING SPACE DIMENSIONS 106.(1) ( LEGAL DESCRIPTION LEGAL ADDRESS OF SITEAREA GROSS FLOOR AREA: GROUND FLOOR AREA: SECOND FLOOR AREA: AREA: FLOOR THIRD LOT COVERAGE: ZONING PROVISION REQUIRED PROVISIONS: AND LOADING QUEUING PARKING, PARKING RATES DRIVEWAY & AISLE REGULATIONS ZONE LOCATION OF PARKING OF LOCATION LANDSCAPING REFUSE COLLECTION BICYCLE PARKING RATES PARKING BICYCLE SPACES BICYCLE OF LOCATION 111.(3),(4),(6),(7),(9) SPACEBICYCLE DIMENSIONS Table 111B(a): 0.6m x 1.8m LOADING SPACE RATES SPACE LOADING SPACE LOADING DIMENSIONS Table 113B(a)(i):width 6.0m driveway PROVISIONS: ZONING 7.5 1. 2. 3. 4. 5. 6. COURT BASKETBALLFULL • • • PROJECT NAME: SITE PLAN LEGEND SITE 25
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W E N . UP OF S T E CB EN R T C EX AIN LINK FENCE H N C UR OXB BR 1 : 500 1 SITE PLAN 1 A001 Figure 2: Site Plan
The Zoning By-Law and Private Approach By-Law will be the City regulatory documents primarily used for analysis of this site.
3. EXISTING CONDITIONS
3.1. AREA ROAD NETWORK
A summary of the City of Ottawa roadways is provided below.
Strandherd Drive is an east-west arterial road in Barrhaven connecting to the Fallowfield Road Highway 416 interchange in the west and to the Vimy Memorial Bridge over the Rideau River in the east. Within the proposed Study Area, Strandherd Drive is a two-lane road with a posted speed limit of 70km/h east of Fraser Fields Way and 80km/h west of Fraser Fields Way. Ultimately, the speed along Strandherd Dr is anticipated to be 70km/h. Strandherd is identified as a trucking route. The widening of Strandherd Drive is anticipated to begin in 2019.
Borrisokane Road is a north-south arterial road in Barrhaven connecting Strandherd Drive to the north and Barnsdale Road to the south. Within the study area, Borrisonake is a two-lane road with posted speed limit of 80km/h.
Fraser Fields Way is a north-south local road, meeting Strandherd Drive at a T-intersection with a stop control on the minor leg (Fraser Fields Way). This intersection is expected to add a south leg for the connection to the Chapman Mills Drive Extension. Within the Study Area the road consists of one travel lane for either direction and on-street parking is permitted. The road has an unposted speed of 50km/h.
Andora Avenue is a north-south local road, meeting Strandherd Drive at a T-intersection with a three-way signalized intersection. Within the Study Area the road consists of one travel lane for either direction. The road has an unposted speed of 50km/h.
3.2. PEDESTRIAN/CYCLING NETWORK
Currently, no sidewalks or cycling facilities exist on Strandherd, with the exception of paved/gravel shoulders. The City of Ottawa Pedestrian Plan (2013) identifies future pedestrian facilities (sidewalks) along Strandherd Drive on both north and south sides of the road from Borrisokane Road in the west to approximately Andora Avenue in the east, where a multi-use pathway extends along the north side of the road and a sidewalk continues along the south side. At Andora Avenue, a signalized intersection facilitates pedestrian crossings. Pedestrian facilities (e.g. sidewalks) are also available throughout the existing community roads on the north side of Strandherd.
Strandherd Drive is identified in the City of Ottawa Cycling Plan (2013) as a spine or City-Wide route. Spine routes serve to provide higher capacity routes for direct, longer distance travel and serve to connect to local routes. Existing facilities along Strandherd Drive include paved shoulders from Fallowfield Road to the east of Andora Avenue. Existing bike lanes begin east of Greenbank Road.
Chapman Mills Drive is identified as an on-road cycling route in the 2006 South Nepean Town Centre Community Design Plan between Longfields Drive and the Kennedy-Burnett Drain. However, the Chapman Mills Drive BRT Extension includes eastbound and westbound cycling tracks that merges into a MUP where the road and BRT diverge.
3.3. TRANSIT NETWORK
Transit service within the vicinity of the site is currently provided by OC Transpo Route #173 and #273 which provides daily service and peak hour service in the morning and afternoon. Route #173 arrives approximately every 30 minutes between 6am and 6pm, and Route #273 operates approximately every 20 minutes in the peak direction between 6-8:30am and
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3:15-6:15pm. Bus stops are located on the far side of the Strandherd Drive and Fraser Fields Way intersection, approximately 80-100m northwest of the proposed site. Figure 3: Area Transit Network
Retrieved on March. 25, 2019, http://www.octranspo.com
3.4. EXISTING STUDY AREA INTERSECTION
Strandherd Drive at Borrisokane Road Strandherd Drive at Borrisonake is a full movement, four-legged signalized intersection. All approaches consist of a left turn lane and a through-right lane. It is anticipated that Strandherd will be widened to support two through lanes in the east and westbound directions.
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Strandherd Drive at Fraser Fields Way Strandherd Drive at Fraser Field Way is a full movement, unsignalized three–legged intersection. The westbound approach consists of a left-turn lane and a through lane. The eastbound approach consists of a through lane and a right-turn lane. The southbound approach consists of an all movement lane and is stop controlled. It is anticipated that once construction of the future extension of a collector road serving the proposed developments and connecting to the Future Chapman Mills Drive extension is complete, this intersection will be signalized four-leg intersection.
Strandherd Drive at Andora Avenue Strandherd Drive at Andora Avenue is a full movement, four-legged signalized intersection. The westbound approach consists of a shared through right movement. The eastbound approach consists of a left turn lane and a through lane. The northbound approach consists of a shared left/right-turn lane. It is anticipated that Strandherd will be widened to support two through lanes in the east and westbound directions.
3.5. EXISTING INTERSECTION OPERATIONS
The existing peak hour traffic volumes (illustrated in Figure 4 below) were collected from City of Ottawa turning movement counts, which were completed in January 2018. The resulting peak hour and full traffic volume counts are included as Appendix B. Figure 4: Existing Peak Hour Traffic Volumes Fields Fraser 52(90)[65]
730(618)[648] 12(10)[8] 35(22)[18] 16(32)[54] 770(720)[758] 120(94)[89] 23(48)[49] 69(82)[52] 4(12)[17] 28(14)[92] STOP 764(726)[716]
Borrisokane Strandherd 4(8)[15] 575(716)[783] 81(120)[116] 546(702)[775] 6(4)[10] 483(616)[724] 114(246)[358] xx AM Peak Hour Volumes 10(8)[12] 18(6)[24]
(yy) PM School Volumes 62(18)[36] 51(32)[34] [zz] PM Peak Hour Volumes Andora 369(162)[198]
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Table 1 provides a summary of the existing operations at the study area intersections. The SYNCHRO model output of the existing conditions is provided within Appendix C. Table 1: Existing Performance at Study Area Intersections
Weekday AM Peak (PM Peak School) [PM Peak]
Intersection Critical Movement Intersection ‘As a Whole’ max. v/c or LoS Movement Delay (s) LoS v/c avg. delay (s) Signalized F 1.39 NBL 79.1 F 1.04 Borrisokane Road/Tartan (E) (0.93) (NBL) (36.3) (D) (0.84) Drive/Strandherd Drive [F] [1.27] [NBL] [69.3] [F] [1.05] B 0.62 WBT 7.6 A 0.60 Andora Avenue/Strandherd Drive (A) (0.56) (EBT) (5.4) (A) (0.54) [B] [0.65] [EBT] [7.2] [A] [0.59] Unsignalized E 37 SBL 1 A Strandherd Drive/Chapman (E) (38) (SBL) (1) (A) - Mills/Fraser Fields [E] [42] [SBL] [1] [A]
Note: Analysis of signalized intersections assumes a PHF of 0.90 and a saturation flow rate of 1800 veh/h/lane.
As shown in Table 1, with regards to critical movements at the signalized the intersections, Andora/Strandherd operate at a LoS ‘B’ or better and Borrisokane/Strandherd operates at capacity with an LoS ‘F’ or better during the peak periods.
The unsignalized intersection of Fraser Fields/Strandherd experiences some delays heading southbound on Fraser Fields with a LoS ‘E’ during the peak periods. It is anticipated that the southbound movement at this unsignalized intersection will continue to operate near capacity until the intersection is signalized.
3.6. EXISTING ROAD SAFETY CONDITIONS
Collision history for study area roads (2011 to 2015, inclusive) was obtained from the City of Ottawa, the total number of collisions recorded within the study limits is 31 comprising of: 25 involving property damage (81%), and the remaining 6 collisions involved non-fatal injuries (19%) indicating low impact speeds.
Over the three-year period, the types of collisions cited by police include: 21 - rear end (68%), 5 - turning movement (16%), 3 - angle (10%) and 2 - single vehicle (other) (6%).
A standard unit of measure for assessing collisions at an intersection is based on the number collisions per million entering vehicles (MEV). At intersection and road segment within the study area, reported collisions per MEV is as follows: 0.03 collisions/MEV at the Strandherd Drive and Fraser Fields Way intersection; 0.06 collisions/MEV at the Strandherd Drive and Andora Avenue intersection; and 0.44 collisions/MEV at the Strandherd Drive and Borrisokane intersection;
With respect to the subject site, there does not appear to be any prevailing safety issues along Strandherd Drive. The related collision analysis is included as Appendix D.
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4. PLANNED CONDITIONS
4.1. PLANNED STUDY AREA TRANSPORTATION NETWORK CHANGES
STRANDHERD DRIVE
The City of Ottawa is updating the design for Strandherd Drive to widen from a two-lane cross section to a four-lane cross section from Maravista Drive to Jockvale Road. This project will include a multi-use path in both directions, a grade separation over the existing VIA Rail line and construction of a road detour. This will help accommodate and provide for capacity of existing and future traffic volumes during peak periods and facilitate the movement of cyclists and pedestrians through the corridor. Note that the western section of Strandherd Drive between Highway 416 and to Maravista Drive was recently constructed as a developer front-ended agreement. The remainder to be completed is approximately 3.3 km in length. Ward 3 is the affected ward. It is anticipated that the widening will be completed before 2025.
CHAPMAN MILLS DRIVE EXTENSION EA
The Chapman Mills Drive Extension and Bus Rapid Transit Environmental Assessment study was completed in December 2016. This study identified a functional design for all modes of transportation along the proposed extension alignment including a proposed bus rapid transit alignment. The north/south alignment of the future Chapman Mills corridor has a proposed cross-section that generally consists of sidewalks, cycle tracks, bus/parking lay-bys on both sides of the roadway, single travel lanes in both directions and left- turn auxiliary lanes at Strandherd Drive and the east-west Chapman Mills. Figure 5 illustrates the Chapman Mills Drive Future Cross Section. Figure 5: Chapman Mills Drive EA Future Cross Section
CHAPMAN MILLS INITIRIM CONDITIONS
With the addition of the south leg (Chapman Mills) at the Strandherd/Fraser Fields intersection, it was recommended that the intersection be signalized; However, Strandherd Drive is anticipated to be widened within a 1 to 2 year period and installing a traffic signals prior to the widening will require the signal plants to be removed and reinstalled in a short period of time causing additional costs. To address this, the City has agreed to allow Chapman Mills Collector to connect to
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Strandherd Drive prior to the installation of the traffic signal, provided that Chapman Mills is restricted to right-in/right-out only for the interim. Figure 6 below displays the interim condition of Chapman Mills Connection at Strandherd Drive.
Figure 6: Chapman Mills Interim Conditions
4.2. OTHER AREA DEVELOPMENTS
CITI GATE DEVELOPMENT
In 2012, Novatech Engineering Consultants Ltd. completed a Community Transportation Study for the proposed Highway 416 employment lands. The project proposed an 81.56-hectare phased development (currently underway) at the Highway 416/Fallowfield Road interchange east to Strandherd Drive and south to McKenna Casey Drive by the Regional Group. The development will include Business Park, Prestige Business Park, commercial retail and car dealership land uses and will be named the Citi Gate Corporate Campus. South of these lands, an additional 53.16 hectares of land not owned by the Regional Group contains a City of Ottawa snow disposal facility and the Canadian National Railway (CNR) which have been incorporated into the Master Concept Plan for the area. A large format shopping centre and hotel are part of the proposed development of these additional lands; the snow disposal facility will remain. The site is currently under construction along the northern portion (near Highway 417) of the development and has several of the retail locations open for business.
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4401 FALLOWFIELD ROAD DEVELOPMENT
In 2013, IBI Group completed a Transportation Impact Study for the proposed development at 4401 Fallowfield Road for DCR/Phoenix Group. The site is approximately 10 hectares in size bounded by Fallowfield Road to the east and south, Highway 416 to the west and O’Keefe Court to the north. At the time, the TIS was completed (2012), the proposed development consisted of primarily office uses, two hotels, and a Salvation Army recreational centre/place of worship.
HARMONY DEVELOPMENT (4025 STRANDHERD DRIVE)
The Harmony Development will be located within the approximate boundaries: Strandherd Drive to the north, Borrisokane Road to the west, the Kennedy-Burnett Stormwater management ponds to the east and the future alignment of Chapman Mills Drive extension and Bus Rapid Transit Corridor to the south. The Harmony development is estimated to include over 600 residential units, and future employment lands on the southeast quadrant of the Borrisokane and Strandherd intersection. Figure 7: Harmony Site Location
3285 BORRISOKANE ROAD
The proposed development of 3285 Borrisokane Road will develop the eastern phase of the subject property, including 200 residential units, with a mixture of single detached units and townhouse units. The estimated date of occupancy is 2020 with one phase of development and vehicle access is proposed to be provided onto the future Chapman Mills Drive extension, connecting to the existing road network at Strandherd Drive and Fraser Fields Way.
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Figure 8: 3285 Borrisokane Road Phase 1 Site Location
5. STUDY AREA
5.1. TRANSIT
As mentioned previously, transit is served within the area with bus stops for Route #173 and #273 are located approximately 100m from the site. The future BRT corridor along Chapman Mills Drive is beyond the 2031 horizon and it is unknown when Chapman Mills Drive will be extended east to Greenbank Road, modifying the transit route network in Barrhaven.
5.2. NETWORK CONCEPT
No screenlines are present in the immediate vicinity of the proposed site, and the impact of the development is anticipated to be minimal. SL-9 (Fallowfield) and SL-26 (Jock River) are the nearest screenline locations.
5.3. INTERSECTION DESIGN
The proposed site will access the adjacent road network through the surrounding development and the future Chapman Mills. A temporary access may be required at Strandherd and Fraser Fields until Chapman Mills has been constructed. The Strategy Report will review and document the access requirements if it is required.
6. TIME PERIODS The weekday morning peak (7:45-8:45), school afternoon peak hours (14:30-15:30) and PM peak hours (16:15-17:15) are considered the appropriate time periods for operational analysis for this school/institutional development.
7. HORIZON YEARS For the purposes of the operational analysis it is assumed that the subject development will be fully built and occupied by 2020. This will necessitate the analysis of 2020 and 2025 horizons.
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8. EXEMPTIONS REVIEW Based on the foregoing analysis and review of the existing conditions in Step 2, the Scoping Report, it is recommended that, if required, any future work within the context of this TIA excludes the following modules and elements summarized in Table 2. Table 2: Exemptions Review Summary
Module Element Exemption Consideration 4.1.3 New Street 4.1 Development Not required for site plans. Design Networks 4.6 Neighbourhood 4.6.1 Adjacent Will utilize adjacent developments for access to Strandherd Drive. Not anticipated to Traffic Management Neighbourhoods exceed ATM thresholds. 4.8 Review of All Elements Will not generate 200 persons trips during the peak hours. Network Concept
In addition to the above recommendations of the Exemptions Review, the following exemptions are also proposed and summarized in Table 3. Table 3: Additional Recommended Exemptions Summary
Module Element Exemption Consideration Chapman Mills design has been prepared, during the Chapman Mills 4.4 Access Intersections 4.4.3 EA and Minto Harmony subdivision application, to account for a school site on the west side of the roadway. Chapman Mills design has been prepared, during the Chapman Mills 4.9 Intersection Design All Elements EA and Minto Harmony subdivision application, to account for a school site on the west side of the roadway. 9. DEVELOPMENT GENERATED TRAVEL DEMAND
9.1. TRIP GENERATION
TRIP GENERATION
The trip generation rates for the proposed high school obtained from the Institute of Transportation Engineers (ITE) Trip Generation Manual 10th Edition. The AM peak (7:45-8:45), school peak (14:30-15:30) and the PM peak (16:15-17:15) were used. Table 4 summarizes the trip generation rates. Table 4: ITE Vehicle Trip Generation Rates
Data Trip Rate Land Use Source AM Peak School Peak PM Peak High School ITE 530 T = 0.52(x) T = 0.33(x) T = 0.69Ln(x) + 1.07 Notes: T = Average Vehicle Trip Ends
The ITE trip generation surveys only record vehicle trips and typically reflect highly suburban locations (with little to no access by travel modes other than private automobiles), adjustment factors appropriate to the more connected suburban study area context were applied to attain estimates of person trips for the proposed development. This approach is considered appropriate within the industry for more urban developments.
To convert ITE vehicle trip rates to person trips, an auto occupancy factor and a non-auto trip factor were applied to the ITE vehicle trip rates. Our review of available literature suggests that a combined factor of approximately 1.28 is considered reasonable to account for typical North American auto occupancy values of approximately 1.15 and combined transit and
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non-motorized modal shares of less than 10%. As such, the person trip generation for the proposed site is summarized in Table 5. Table 5: Modified Person Trip Generation
School Peak (Person AM Peak (Person Trips/hr) PM Peak (Person Trips/hr) Trips/hr) Data Student Land Use Source s In Out Total In Out Total In Out Total 67% 33% 32% 68% 48% 52% High School ITE 530 1000 446 220 666 135 287 422 210 228 438 Total 446 220 666 135 287 422 210 228 438
MODE SHARES
The mode share percentages for the high school were provided by CEPEO, based on the operation of similar suburban high school sites, and have been summarized in Table 6. The predicted modal split was calculated from a nearby high school in Barrhaven where transit service is limited. At this time, CEPEO has not determined whether the school will be serviced OC Transpo or tradition school buses; and therefore, these modes have been combined to reflect this uncertainty. Table 6: CEPEO High School Modal Split
Travel Mode Mode Share Auto Driver 35% Passenger 15% Transit/bus 40% Non-motorized 10% Total 100%
Using the mode shares presented in Table 6 above, the person trips by mode were estimated and summarized below in Table 7. The estimated total two-way auto trips generated by this site are 238 veh/h, 157 veh/h and 65 veh/h during the morning peak hour, afternoon school peak hour and afternoon peak hour. Table 7: Total Site Trip Generation
School Peak (Person Mode AM Peak (Person Trips/hr) PM Peak (Person Trips/hr) Travel Mode Trips/hr) Share In Out Total In Out Total In Out Total Auto Driver 35% 157 77 234 48 101 149 74 80 154 Passenger 15% 67 33 100 20 44 64 31 35 66 Transit 40% 178 88 266 54 114 168 84 91 175 Non-motorized 10% 44 22 66 13 28 41 21 22 43 Total Person Trips 100% 446 220 666 135 287 422 210 228 438 Total 'New' Auto Trips 157 77 234 48 101 149 74 80 154
In addition to the auto trip generation the school will be serviced by buses. Using the 40% transit modal share it is estimated that an additional 8 veh/h will be generated during the morning and school PM peak periods to account for the buses. These bus trips have been applied to the trip assignment seen in Figure 9 and Figure 10.
9.2. TRIP DISTRIBUTION
The trip distribution was developed based the recent traffic studies in the area and network access from the residential areas within Barrhaven to the future Strandherd and Chapman Mills intersection, and is summarized below:
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50% to/from the east via Strandherd Drive 50% to/from the west via Strandherd Drive 100%
9.3. TRIP ASSIGNMENT
Based on these distributions, ‘new’ site-generated trips were assigned to the study area intersections, which are illustrated as Figure 9 for the interim phase and
Figure 10 for the ultimate phase. Figure 9: 'New' Site Generation Traffic Volumes (Interim)
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Figure 10: 'New' Site Generation Traffic Volumes (Ultimate)
10. BACKGROUND NETWORK TRAVEL DEMANDS
10.1. TRANSPORTATION NETWORK PLANS
It is noted in the 2013 Transportation Master Plan (TMP 2013) that the network will be modified within the Study Area. These changes have been discussed in Step 2 but include the widening of Strandherd Drive and the future extension of Chapman Mills Drive, including a BRT facility. It is noted that the north-south section of Chapman Mills Drive will be completed by Minto for the opening of the proposed school by 2020, but the east-west portion towards Greenbank Road will be subject to the adjacent developers and renewal of the Kennedy-Burnett Stormwater Facility by the City (beyond 2025).
Refer to section 4.1.3 in this report for a more detailed description of the interim conditions.
10.2. BACKGROUND GROWTH
The following background traffic growth (summarized in Table 8) was calculated based on historical traffic count data (years 2013, 2017 and 2018) provided by the City of Ottawa at the Strandherd/Fraser Fields intersection. Detailed background traffic growth analysis is included as Appendix E. Table 8: Strandherd/Fraser Fields Historical Background Growth (2013-2018)
Percent Annual Change Time Period North Leg South Leg East Leg West Leg Overall 8 hrs -2.90% 0.00% 1.76% 2.05% 1.79% AM Peak -5.07% 0.00% -1.35% -1.14% -1.35% PM Peak 2.63% 0.00% 0.55% 0.72% 0.68%
As displayed in Table 8, the annual change over the 5-year period is approximately 1.8%, -1.4%, 0.7% for the 8hr, AM peak and PM peak period respectively. For the purpose of this study a conservative background annual growth rate of 2% has been applied to traffic volumes along Strandherd Drive.
The City of Ottawa’s Development Applications webtool has been used to determine if there are proposed developments within the area of influence of the proposed development. These developments have been discussed in greater detail in Step 2. It is assumed that vehicular traffic from the City Gate, Minto Harmony (4025 Strandherd Drive), and Caivan Conservancy (3285 Borrisokane Road) are already affecting the 2018 traffic counts and hence, will not be added to
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background volumes. Other nearby developments to open in the near future have been superimposed to the existing values to account for them.
10.3. OTHER DEVELOPMENTS
See Section 4.2
11. DEMAND RATIONALIZATION
FUTURE BACKGROUND 2020 OPERATIONS
At this horizon, will not have been widened with the south leg of Chapman Mills will function as a right-in/right-out only. The projected background 2020 traffic volumes have been generated from existing traffic counts and the application of a background growth rate of 2% on the existing traffic volumes along Strandherd Drive. The resulting projected base background 2020 traffic volumes are illustrated in Figure 11.
To account for 4401 Fallowfield traffic volumes which is anticipated to be operational within the 2020 horizon year site generated traffic volumes have been applied to this study. Figure 12 displays the projected volumes of the 4401 Fallowfield development. Since the report only provides projected volumes for AM and PM peak and does not provide the afternoon peak between 2:30PM to 3:30PM, the site generation traffic volumes for the afternoon peak need to be estimated using the existing counts at the Strandherd Drive and Andora Avenue intersection. The data suggest that volumes during the afternoon peak (2:30PM - 3:30PM) are ¾ of the PM peak (4:15PM - 5:15PM) values. Figure 13 shows the superimposed volume figure for the 4401 Fallowfield projected traffic volumes onto the future background 2020 traffic volumes.
Table 9 provides a summary of the combined projected background 2020 operations at the study area intersections. The SYNCHRO model output of projected background 2020 conditions is provided within Appendix F. Figure 11: Base 2020 Future Background Traffic Volumes
xx AM Peak Hour Volumes (yy) PM School Volumes [zz] PM Peak Hour Volumes Fields 52(90)[65] Fraser 759(643)[674] 801(749)[789] 12(10)[8] 35(22)[18] 120(94)[89] 23(48)[49] 69(82)[52] 16(32)[54]
4(12)[17] STOP 28(14)[92] 795(755)[745]
Borrisokane Strandherd
81(120)[116] 4(8)[15] 598(745)[815] 503(641)[753] 568(730)[806] 6(4)[10] 114(246)[358] 0(0)[0] 0(0)[0] 10(8)[12] 18(6)[24] 62(18)[36] 51(32)[34] 369(162)[198] Andora Chapman Mills
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Figure 12: 4401 Fallowfield Projected Traffic Volumes
Figure 13: Combined Projected 2020 Background Traffic Volumes
Table 9: 2020 Background Performance at Study Area Intersections
Weekday AM Peak (PM Peak School) [PM Peak]
Intersection Critical Movement Intersection ‘As a Whole’ max. v/c or LoS Movement Delay (s) LoS v/c avg. delay (s) Signalized F 1.20 NBL 65.8 E 0.99 Borrisokane Road/Tartan (E) (0.91) (EBT) (34.1) (D) (0.85) Drive/Strandherd Drive [F] [1.15] [EBT] [74.0] [F] [1.07] B 0.66 WBT 8.1 B 0.64 Andora Avenue/Strandherd (A) (0.58) (EBT) (4.6) (A) (0.56) Drive [B] [0.69] [EBT] [7.0] [B] [0.64] Unsignalized F 54 SB 2 A Strandherd Drive/Chapman (F) (58) (SB) (1) (A) - Mills/Fraser Fields [F] [71] [SB] [1] [A]
Note: Analysis of signalized intersections assumes a PHF of 1.0 and a saturation flow rate of 1800 veh/h/lane.
As shown in Table 9, the signalized intersection at Andora/Strandherd with regard to both critical movements and ‘As a whole’ is anticipated to operate similar to the existing conditions with a LoS ‘B’ or better. The signalized Intersection at
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Borrisokane/Tartan/Chapman Mills is anticipated to Operate at or near capacity (LoS ‘F’ or better) with regards to critical movements and the intersection ‘As a Whole’. The intersection is anticipated to operate poorly until Strandherd Drive is widened.
The unsignalized Strandherd/Chapman Mills intersection is expected to have long delays for vehicles heading southbound on Fraser Fields and is anticipated to operate with a LoS ‘F’ until this intersection is signalized.
FUTURE BACKGROUND 2025 OPERATIONS
At this horizon, it is anticipated that the Strandherd Drive widening has been completed. The projected background 2025 traffic volumes were derived by superimposing the other study area developments and the background growth rate of 2% on the existing traffic volumes along Strandherd Drive. The resulting projected background 2025 traffic volumes are illustrated in Figure 17. Table 10 provides a summary of the projected background 2025 operations at the study area intersections. Similar to the 2020 Background conditions; the afternoon peak (2:30PM - 3:30PM) traffic volumes for adjacent properties are estimated using ¾ of the PM peak. Furthermore, the posted speed along Strandherd Dr is anticipated to be 70 km/h in future background 2025 conditions. Figure 15 and Figure 16 present the projected traffic volumes of the Minto West development and Mion development being added to the network during the 2025 horizon.
The SYNCHRO model output of projected background 2025 conditions is provided within Appendix E. Figure 14: Base 2025 Future Background Traffic Volumes
xx AM Peak Hour Volumes (yy) PM School Peak Volumes [zz] PM Peak Hour Volumes 52(90)[65] 16(32)[54] 884(827)[871]
839(710)[744] 12(10)[8] 0(0)[0] 35(22)[18] 878(834)[822] 120(94)[89] 23(48)[49] 69(82)[52] 28(14)[92] 4(12)[17] 0(0)[0] Strandherd Fraser Fields Borrisonake 660(822)[899] 81(120)[116] 4(8)[15] 6(4)[10] 555(708)[832] 627(806)[890] 114(246)[358] 0(0)[0] 0(0)[0] 0(0)[0] 0(0)[0] 10(8)[12] 18(6)[24] 62(18)[36] 51(32)[34] Andora 369(162)[198]
Chapman Mills Figure 15: Minto West Projected Traffic Volumes
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Figure 16: Mion Projected Traffic Volumes
Figure 17: Combined 2025 Future Background Traffic Volumes
Table 10: 2025 Background Performance at Study Area Intersections
Weekday AM Peak (PM Peak School) [PM Peak]
Intersection Critical Movement Intersection ‘As a Whole’ max. v/c or LoS Movement Delay (s) LoS v/c avg. delay (s) Signalized C 0.80 NBL 27.5 B 0.62 Borrisokane Road/Tartan (A) (0.58) (SBL) (22.8) (A) (0.46) Drive/Strandherd Drive [B] [0.64] [NBL] [23.4] [A] [0.54] A 0.38 WBT 7.5 A 0.38 Andora Avenue/Strandherd Drive (A) (0.37) (EBT) (7.8) (A) (0.36) [A] [0.43] [EBT] [8.3] [A] [0.41] A 0.49 WBT 12.8 A 0.47 Strandherd Drive/Chapman (A) (0.49) (EBT) (11.6) (A) (0.46) Mills/Fraser Fields [A] [0.54] [EBT] [11.8] [A] [0.52]
Note: Analysis of signalized intersections assumes a PHF of 1.0 and a saturation flow rate of 1800 veh/h/lane.
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report 18
As shown in Table 10, the Chapman Mills/Strandherd and Andora/Strandherd intersections, are projected to operate well with a LoS ‘A’ for all movements during the morning, afternoon and evening peaks. Borrisokane/Strandherd intersection ‘As a whole’ operates acceptably with LoS ‘B’ or better during the morning, afternoon and evening peak periods with critical movements of LoS ‘C’ or better.
12. DESIGN REVIEW COMPONENT
12.1. DESIGN FOR SUSTAINABLE MODES
Within the proposed site, bicycle parking is provided near the main entrances and walkway connections are provided form the boundary network and parking lot to the school building. The boundary roads will have sidewalks and cycle tracks for active mode connectivity.
Transit stops will ultimately be located along Chapman Mills Drive and are currently located on Strandherd Road at the intersection.
12.2. CIRCULATION AND ACCESS
The proposed site access is located along Chapman Mills Drive, at the Clarity Avenue intersection. It is understood that this intersection will function as a minor stop-controlled intersection once Chapman Mills Drive is built. Within the site, the 7.5m access meets emergency access and vehicle width requirements. The 7.5m wide drop-off loop is also provides sufficient width for a fire route and vehicles to drop-off and pass each other during the morning and afternoon. Throat lengths for schools are not specified in TAC (2017), the Site Plan provides approximately 13m from back of depressed sidewalk through to the first drive aisle.
12.3. NEW STREET NETWORKS.
Exempt.
13. PARKING
13.1. PARKING SUPPLY
The proposed site provides a total of 96 parking spaces, which meets the City’s By-Law requirements of a minimum of 2 spaces per class room. The parking space dimensions are noted as 5.2m in length and 2.6m in width, as required by the City’s minimum By-Law.
The bicycle parking space requirements are also met for 1 space per 100m2 of GFA, for a total of 93 spaces on site.
13.2. SPILLOVER PARKING
It is anticipated that the parking needs are going to be met with the combination of dedicated parking spaces, the Lay-by space within the parking lot (highlighted blue in Figure 18, below) and the provided Lay-by space on both east and west sides along Chapman Mills Drive (highlighted pink in Figure 18, below).
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report 19
Figure 18: Lay-by Parking
14. BOUNDARY STREET DESIGN
14.1. MOBILITY
The boundary streets for the development Strandherd Drive and Chapman Mills Drive.
Anticipated Strandherd Drive’s future 2025 geometry along the frontage of the Site’s property consists of the following features: 2 vehicle travel lanes in each direction; Posted speed limit of 70 km/h, assumed operating speed of 80 km/h; 5.5m wide median 2m concrete sidewalks on the east and west sides of the roadway; 3.75 m wide outside lanes and 3.75m inside/median lanes; Dedicated 1.8m wide cycle tracks in both directions; Bus stops at the south west corner and north east corner of Strandherd Drive at Chapman Mills intersection; No on-street parking.
Anticipated Chapman Mills future 2025 geometry along the frontage of the Site’s property consists of the following features: 1 vehicle travel lanes in each direction; 2m concrete sidewalks on the north and south sides of the roadway; Expected posted speed limit of 40 km/h, assumed operating speed of 40 to 50 km/h; Undivided/No median; 3.5m wide lanes; Dedicated 1.8m wide cycle tracks in both directions; On-street parking provided in Layby’s on either side of Chapman Mills.
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report 20
The multi-modal level of service analysis for the road segment along Strandherd Drive and Chapman Mills Drive adjacent to the site is summarized in Table 10, with detail analysis provided in Appendix K. Table 11: MMLOS – Projected 2025 Boundary Road Level of Service
Road Segment Pedestrian (PLoS) Bicycle (BLoS) Transit (TLoS) Truck (TkLoS) PLoS Target BLoS Target TLoS Target TkLoS Target Strandherd Drive D C A C D D A D (widened) Chapman Mills B C A C D D C No target Drive
According to the City of Ottawa’s Official Plan, Strandherd Drive is classified as an arterial roadway and Chapman Mills Drive is classified as a collector roadway. each of which may have different level of service targets under the City’s “Minimum Desirable MMLOS Targets” exhibit for a General Urban Area. Red letters in the table above indicate a lower- than-desirable LoS.
With regards to pedestrians, Strandherd Drive is projected to have a PLoS ‘D’ which is lower than the desirable minimum target PLoS ‘C’, this is due to the high traffic volumes and operating speeds exceeding 60 km/h. A PLoS ‘C’ is achievable if the speed is reduced to less than 60 km/h along Strandherd Drive. Chapman Mills exceeds the minimum desirable target with a LoS ‘B’.
With regards to cyclists, Strandherd Drive and Chapman Mills Drive are considered to be a Spine Route and a Local Route, respectively. Both roads meet their minimum desirable BLoS.
The two road segments of Strandherd Drive and Chapman Mills are currently not a part of the Rapid Transit Corridor, or the Transit Priority Plans and as such, neither of them has a TLoS target.
With regards to Trucks, Strandherd Drive is designated as part of the City’s truck route, while Chapman Mills is not, and as such, has no target TkLoS. Strandherd Drive’s TkLoS meets and exceeds the desirable minimum target LoS ‘D’.
14.2. ROAD SAFETY
Refer to section 3.6.
14.3. NEIGHBOURHOOD TRAFFIC MANAGEMENT (NTM)
No known Neighbourhood Traffic Management plans exist for the boundary roads.
15. ACCESS INTERSECTIONS DESIGN
PROJECTED TOTAL 2020 OPERATIONS
The projected total 2020 traffic volumes were derived by superimposing the 2020 site-generated traffic volumes on background 2020 traffic volumes. The resulting total projected 2020 traffic volumes are illustrated in Figure 19. Table 12 provides a summary of the projected total 2020 operations at the study area intersections. The SYNCHRO model output of projected total 2020 conditions is provided within Appendix H.
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report 21
Figure 19: Projected Total 2020 Traffic Volumes
xx AM Peak Hour Volumes (yy) PM School Volumes [zz] PM Peak Hour Volumes Fields 52(90)[65] Fraser 910(741)[771] 909(792)[846] 12(10)[8] 35(22)[18] 120(94)[89] 23(48)[49] 69(82)[52] 16(32)[54]
4(12)[17] STOP 111(42)[129] 946(853)[842]
Borrisokane Strandherd
81(120)[116] 4(8)[15] STOP 667(927)[1024] 612(796)[959] 594(857)[975] 6(4)[10] 114(246)[358] 83(28)[37] 18(6)[24] 53(63)[52] 62(18)[36] 51(32)[34] 43(55)[40] 369(162)[198] Andora Chapman Mills
Table 12: Total Projected 2020 Performance at Study Area Intersection
Weekday AM Peak (PM Peak School) [PM Peak]
Intersection Critical Movement Intersection ‘As a Whole’ max. v/c or LoS Movement Delay (s) LoS v/c avg. delay (s) Signalized F 1.20 NBL 72.4 F 1.03 Borrisokane Road/Tartan (E) (0.93) (EBT) (36.5) (D) (0.86) Drive/Strandherd Drive [F] [1.18] [EBT] [80.5] [F] [1.09] B 0.70 WBT 9.9 B 0.68 Andora Avenue/Strandherd Drive (B) (0.69) (EBT) (9.6) (B) (0.65) [C] [0.77] [EBT] [11.0] [C] [0.71] Unsignalized F 88 SBL 3 A Strandherd Drive/Chapman (F) (102) (SBL) (2) (A) - Mills/Fraser Fields [F] [113] [SBL] [2] [A]
Note: Analysis of signalized intersections assumes a PHF of 1.0 and a saturation flow rate of 1800 veh/h/lane.
As shown in Table 12, Andora/Strandherd intersection and Strandherd/Chapman Mills intersection perform overall at an acceptable level of service LoS ‘C’ or better with modest delays. Borrisokane/Strandherd and Fraser Fields/Strandherd intersections will operate at capacity during the morning, afternoon and evening peak periods until the widening of Strandherd Drive occurs. Similar to the background conditions the southbound movement at the Strandherd/Chapman Mills is projected to operate at capacity with an LoS ‘F’, it should be noted that the school does not add traffic volumes to this movement.
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report 22
PROJECTED TOTAL 2025 OPERATIONS
The projected total 2025 traffic volumes were derived by superimposing the 2025 site-generated traffic volumes on the background 2025 traffic volumes. The resulting projected total 2025 traffic volumes are illustrated in Figure 20.
Table 13 provides a summary of the projected total 2025 operations at the study area intersections. Note that it is expected that Strandherd/Chapman Mills will be a signalized intersection after Strandherd Drive is widened. Furthermore, the posted speed along Strandherd Dr is anticipated to be 70 km/h in total projected 2025 conditions. The SYNCHRO model output of projected total 2025 conditions is provided within Appendix I.
Figure 20: Projected Total 2025 Traffic Volumes
xx AM Peak Hour Volumes (yy) PM School Peak Volumes [zz] PM Peak Hour Volumes 52(90)[65] 16(32)[54] 1098(952)[1022]
1034(858)[894] 12(10)[8] 10(10)[10] 35(22)[18] 1004(907)[918] 120(94)[89] 23(48)[49] 69(82)[52] 28(14)[92] 4(12)[17] 88(52)[55] Strandherd Fraser Fields Borrisonake
4(8)[15] 786(1043)[1145] 81(120)[116] 6(4)[10] 708(913)[1090] 691(954)[1086] 114(246)[358] 89(57)[62] 10(8)[12] 18(6)[24] 62(18)[36] 10(10)[10] 69(76)[54] 62(73)[50] 51(32)[34] Andora 369(162)[198]
Chapman Mills
Table 13: Projected Total 2025 Performance at Study Area Intersection
Weekday AM Peak (PM Peak School) [PM Peak]
Intersection Critical Movement Intersection ‘As a Whole’ max. v/c or LoS Movement Delay (s) LoS v/c avg. delay (s) Signalized C 0.80 NBL 23.5 B 0.67 Borrisokane Road/Tartan (A) (0.58) (NBL) (20.8) (A) (0.51) Drive/Strandherd Drive [B] [0.64] [NBL] [20.6] [A] [0.56] A 0.41 WBT 5.6 A 0.41 Andora Avenue/Strandherd Drive (A) (0.39) (EBT) (7.8) (A) (0.38) [A] [0.45] [EBT] [8.5] [A] [0.43] A 0.44 WBT 13.0 A 0.42 Strandherd Drive/Chapman (A) (0.56) (EBT) (14.1) (A) (0.52) Mills/Fraser Fields [B] [0.62] [EBT] [13.3] [A] [0.58]
Note: Analysis of signalized intersections assumes a PHF of 1.0 and a saturation flow rate of 1800 veh/h/lane.
As shown in Table 13, the Chapman Mills/Strandherd and Andora/Strandherd intersections, ‘as a whole’, are projected to operate at a level of service LoS ‘A’. The Borrisokane/Strandherd intersection, ‘as a whole’ operates at an acceptable LoS ‘B’ or better for the morning, afternoon and evening peak periods. As for the intersection critical movements; Borrisonkane/Strandherd operates with a LoS ‘C’ (NBL) in the morning peak and the intersections of Andora/Strandherd and Chapman Mills/Strandherd operate with a LoS ‘B’ or better for all movements during the morning, afternoon and evening peak periods.
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report 23
15.2. LOCATION AND DESIGN OF ACCESS
The proposed site access is located at the Chapman Mills Drive and Clarity Avenue intersectiopn, approximately 200m south of Strandherd Drive. The access will form the 4th leg on the east side of the intersection, be stop-controlled minor on the minor and be 7.5m wide.
15.3. INTERSECTION CONTROL
As noted above, both accesses to Chapman Mills will be minor stop-controlled intersections.
16. TRANSPORTATION DEMAND MANAGEMENT
16.1. CONTEXT FOR TDM
The context of a school site triggers the need to investigate the TDM measures checklist and explore options for the site. In general, the proposed high school is anticipated to generate a high number of transit trips. Active mode trips will be better accommodated with the widening of Strandherd Drive and when the potential extension of Chapman Mills is completed to the east.
16.2. NEED AND OPPORTUNITY
Outlined above, the high school will have significant opportunity to grow in accommodating active mode trips and transit trips as the surrounding road network either develops or is improved. Currently the OC Transpo Routes #173 and #273 stop along Strandherd at the Fraser Fields intersection and will have future facilities along Chapman Mills (e.g. beyond 2031). The pedestrian and cycling networks will also see an increase in connectivity as Chapman Mills is constructed and Strandherd is widened, both including sidewalks and cycle tracks.
16.3. TDM PROGRAM
The TDM program for the subject site is limited due to the initial reliance on transit services along Strandherd and the planned transit, pedestrian, and cycling facilities to be constructed adjacent to the site for both Chapman Mills and Strandherd. The TDM forms are provided in Appendix J.
17. NEIGHBOURHOOD TRAFFIC MANAGEMENT
17.1. ADJACENT NEIGHBOURHOODS
In the interim when Chapman Mills/Strandherd intersection is limited to a right-in/right-out configuration, there will be additional turning movements at Andora/Strandherd intersection. This in the short term will impact the local street network Barrhaven Mews community; Specifically, along Madrid Avenue, Haydon Circle and Waterlilly Way. Figure 21 below, shows the likely paths to be heavily impacted by the right-in/right-out restriction at Chapman Mills/Strandherd.
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report 24
Figure 21:Barrhaven Mews Roadway Connections
18. TRANSIT
18.1. ROUTE CAPACITY
The total “new” transit trips anticipated for the proposed high school are 446 inbound trips during the AM road peak, 287 outbound trips during the school PM peak, and 228 outbound trips during the PM roadway peak. While these trips are associated to the adjacent road peak hours, the total demand for the school may be 600-700 student trips, inbound during the AM (before 9am) and outbound during the PM (around 3pm). The transit demand for the site may be in the order of 12 single buses, 9 articulated buses, or 7 double decker buses.
The site may not initially reach the 1000 student threshold, so this demand will likely increase as the community matures.
18.2. TRANSIT PRIORITY
The Chapman Mills Drive construction will ultimately include a dedicated east-west transit facility in the centre median and a southbound left turn lane where Chapman Mills bends to the east. Additionally, a northbound transit left-turn lane may be provided at Strandherd if required. These priority measures are not part of the proposed site.
18.3. INTERSECTION DESIGN
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report 25
MULTI-MODAL LEVEL OF SERVICE The MMLOS analysis for the signalized intersection, Strandherd/Chapman Mills, within the study area, are summarized in Table 14. The existing detailed MMLoS analysis is provided as Appendix K. Table 14: MMLOS – 2025 Signalized Study Area Intersections Level of Service Pedestrian Bicycle (BLoS) Transit (TLoS) Truck (TkLoS) Vehicle (LoS) Intersection (PLoS) PLoS Target BLoS Target TkLoS TkLoS TkLoS Target LoS Target Strandherd Drive / Chapman Mills F C D C E D E D A C Drive Intersection
The letters identified in red text in Table 14 do not meet the MMLoS Targets for their designated area. At the Strandherd/Chapman intersection, the pedestrian, bicycle, transit and truck target levels of service are not met. The following discussion regarding these modes is provided: Pedestrians have to cross 6 (west leg), 5 (east leg), 3 (north leg) and 4 (south leg) lanes of traffic at Strandherd/Chapman Mills depending on which leg of the intersection they are crossing. The intersection receives a PLoS ‘F’ due to the distance of crossing. There are no options that can help improve the PLoS significantly enough to meet the target PLoS without significantly decreasing the transit and vehicle levels of service or removing a cross-walk on the west leg where pedestrians cross 6 lanes of traffic. Cycle tracks are provided along the south leg, west leg, east leg of Strandherd/Chapman Mills intersection and mixed traffic on the north leg of Strandherd/Chapman Mills intersection. The failure in BLoS at the intersection can be attributed to operating speed of vehicles and the lack of a cycling facility on the east and west leg. Transit Level of Service (TLoS) is based off delay at the intersection. The intersection receives a TLoS ‘E’ as it experiences delays greater than 40 seconds on two of the legs. The target TLoS is not met for the 2025 ultimate condition of the roadway. Trucks Level of Service (TkLoS) is based on the Effective Corner Radius and Number of Receiving Lanes from the approaching leg of the intersection. The east and west approaches at the intersection causes the TkLoS to result in ‘E’ due to having only one receiving lane and a 10-15 m effective corner radius.
19. REVIEW OF NETWORK CONCEPT Exempt.
20. SUMMARY OF IMPROVEMENTS INDICATED AND MODIFICATION OPTIONS Based on the results of the study herein, the following summary is offered:
Proposed Site The proposed high school will support 1,000 students, with a total 99,900 sq. ft. of gross floor area, a soccer field, and a basketball court; Within the site, there is a bus and car drop-off loop and a total of 96 parking stalls, 93 bicycle parking stalls; and The site will access Chapman Mills Drive at the future Clarity Avenue intersection approximately 200m south of Chapman Mills.
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report 26
Background Conditions Overall, during the projected background horizon year of 2020, the intersection of Strandherd/Andora and Strandherd/Chapman Mills will operate at an acceptable LoS ‘B’ or better before the widening of Strandherd Drive. Strandherd/Chapman Mills southbound movement is anticipated to operate at a LoS ‘F’ while the other movements at this intersection are anticipated to operate acceptably. The Strandherd/Borrisokane intersection will operate at capacity with LoS ‘F’ until Strandherd Drive is widened; Overall, the intersections of Strandherd/Chapman Mills and Strandherd/Andora will operate at a good LoS ‘A’ the projected background horizon year of 2025 post-widening of Strandherd Drive. Strandherd/Borrisokane intersection will operate acceptably with LoS ‘B’ or better during the morning, afternoon and evening peak. During the 2025 horizon year the intersection performance with regard to critical movements of the study intersections will operate well for all movements with a LoS ‘C’ or better during the morning, afternoon and evening peaks.
Projected Conditions During the 2020 horizon year the study signalized intersections will operate similar to the background conditions with Strandherd/Borrisokane intersection operating at capacity with a LoS ‘F’, Strandherd/Andora is anticipated to operate ‘As a Whole’ with LoS ‘C’ or better overall and with regards to critical movements LoS ‘C’ or better during the morning, evening and afternoon peaks. During the 2020 horizon, Strandherd/Chapman Mills intersection is anticipated to operate poorly for the southbound left movement with LoS ‘F’ during the morning, afternoon and evening peak periods and the other movements at this intersection are anticipated to operate acceptably. During the 2025 horizon year the study intersections operate similar to the background 2025 conditions with LoS ‘B’ or better for all intersections and critical movements of ‘C’ or better for all intersections. No improvements beyond the planned Strandherd widening are required to support the development during either the 2020 or 2025 horizons.
Site Plan The proposed site meets the By-Law parking space requirements with 96 parking spaces and 93 bike parking; The internal drive aisles are sufficient for site circulation and the 7.5m main drive aisle provides access to the drop- off loop; and Pedestrian connections are located throughout the site for direct access from the adjacent network and parking areas.
Boundary Streets No changes required to the boundary street design for Strandherd or Chapman Mills.
Based on the foregoing conclusions, the proposed development is recommended to proceed from a transportation perspective.
Prepared By:
Matthew Mantle, P.Eng. Transportation Engineer
4005 Strandherd Drive – Traffic Impact Assessment Strategy Report 27
Appendix A Screening Form and Correspondence
1223 Michael Street, Suite 100, Ottawa, Ontario, K1J 7T2 P: +1 613.738.4160 l F: +1 613.739.7105 l www.parsons.com
City of Ottawa 2017 TIA Guidelines Date 8/31/2018 TIA Screening Form Project 4005 Stranherd Drive Project Number 476618 - 01000 Results of Screening Yes/No Development Satisfies the Trip Generation Trigger Yes Development Satisfies the Location Trigger Yes Development Satisfies the Safety Trigger Yes
Module 1.1 - Description of Proposed Development Municipal Address 4005 Strandherd Drive NEPEAN CON 3 RF PT LOTS 14-15 RP 4R21762 PT PART 2; RP Description of location 4R22274 PART 1 Land Use Institutional Development Size 99,200 sq. ft Number of Accesses and Locations Use of adjacent subdivisions Development Phasing Single Phase Buildout Year 2020 Sketch Plan / Site Plan See attached
Module 1.2 - Trip Generation Trigger Land Use Type High School Development Size 99,200 sq ft GSF Trip Generation Trigger Met? Yes
Module 1.3 - Location Triggers Development Proposes a new driveway to a boundary street that is designated as part of the City's Transit Priority, Rapid Yes Transit, or Spine Bicycle Networks (See Sheet 3) Development is in a Design Priority Area (DPA) or Transit- No oriented Development (TOD) zone. (See Sheet 3) Location Trigger Met? Yes
Module 1.4 - Safety Triggers Posted Speed Limit on any boundary road <80 km/h Horizontal / Vertical Curvature on a boundary street limits No sight lines at a proposed driveway
A proposed driveway is within the area of influence of an adjacent traffic signal or roundabout (i.e. within 300 m of intersection in rural conditions, or within 150 m of Yes intersection in urban/ suburban conditions) or within auxiliary lanes of an intersection; A proposed driveway makes use of an existing median break No that serves an existing site There is a documented history of traffic operations or safety concerns on the boundary streets within 500 m of the No development The development includes a drive-thru facility No Safety Trigger Met? Yes Harte, Andrew
From: Baggs, Rosanna
Thanks Andrew,
No need for hard copies for step 3.
I will circulate this now.
Regards,
Rosanna Baggs, C.E.T. Project Manager, Infrastructure Approvals | GPRJ Approbation demandes infrastructure Development Review West Branch | Dir Services d'exam des dem d'amgt Tel |Tél. : 613‐580‐ 2424 ext. | poste 26388
From: Harte, Andrew [mailto:[email protected]] Sent: Monday, February 12, 2018 10:48 AM To: Baggs, Rosanna
Rosanna,
Please find attached the Forecasting Report for CEPEO’s Barrahven Highschool at 4005 Strandherd Drive. If you require any physical copies, please let me know how many and I will send them in.
As the application will not be deemed complete until Step 4 is completed, I will be proceeding with Step 4 in advance of receiving the Forecasting Report comments. I will incorporate both the Forecasting and Strategy Report comments once the entire application has been reviewed and comments received from the City.
If you have any questions or wish to discuss, feel free to give me a call or let me know a good time to call you.
Regards,
Andrew Harte, P.Eng. Senior Transportation Engineer 1223 Michael Street North, Suite 100, Ottawa, Ontario, K1J 7T2 [email protected] – P: +1 613.691.1527
PARSONS - Envision More www.parsons.com | LinkedIn | Twitter | Facebook
1
From: Baggs, Rosanna [mailto:[email protected]] Sent: Thursday, February 01, 2018 5:46 PM To: Harte, Andrew
Hi Andrew,
My comments are as follows for your Step 1‐2 submission:
1) Section 2.1 a. Existing land uses or permitted use provisions in the Official Plan, Zoning By‐law, etc.? b. Land uses and relevant planning regulations to be used in the analysis? 2) Section 3.1 a. Strandherd Dr ‐ Mention that this road will be widen in the very near future. b. Indicate who has jurisdiction over the roads 3) Section 3.4 –Indicate “future CM extension” on graphic and mention in description that this will be a four leg intersection in the future. 4) Section 5.3 – I will confirm, but connection to Strandherd if CM is not built may not be an option. 5) Section 7 – Based on recent discussion, is full build out in 2019 reasonable? 6) Section 8 – I agree with the recommended exemptions, except for Mod ‐ 4.3. This section will be very small and will only really need to answers the two questions related to “If the City has prepared a complete street concept for the boundary street“. These answers will provide a reference within this document about what is being planned. a. Identify the design at the interface of the street and the subject development; b. Assess if there are any potential impacts of the subject development on the design.
If the above can be incorporated, please proceed to Step 3 – Forecasting.
Please let me know if you have any questions or concerns.
Regards,
Rosanna Baggs, C.E.T. Project Manager, Infrastructure Approvals | GPRJ Approbation demandes infrastructure Development Review West Branch | Dir Services d'exam des dem d'amgt Tel |Tél. : 613‐580‐ 2424 ext. | poste 26388
From: Harte, Andrew [mailto:[email protected]] Sent: Friday, January 26, 2018 10:15 AM To: Baggs, Rosanna
Rosanna,
2
Please find attached the Screening and Scoping Report for CEPEO’s Barrahven Highschool at 4005 Strandherd Drive. If you require any physical copies, please let me know how many and I will send them in.
If you have any questions or wish to discuss, feel free to give me a call or let me know a good time to call you. If you can also advise on the timeline for review / comments, I would greatly appreciate it so that I can move onto the Forecasting Report asap.
Regards,
Andrew Harte, P.Eng. Senior Transportation Engineer 1223 Michael Street North, Suite 100, Ottawa, Ontario, K1J 7T2 [email protected] – P: +1 613.691.1527
PARSONS - Envision More www.parsons.com | LinkedIn | Twitter | Facebook
'
This e-mail originates from the City of Ottawa e-mail system. Any distribution, use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized. Thank you.
Le présent courriel a été expédié par le système de courriels de la Ville d'Ottawa. Toute distribution, utilisation ou reproduction du courriel ou des renseignements qui s'y trouvent par une personne autre que son destinataire prévu est interdite. Je vous remercie de votre collaboration.
' '
This e-mail originates from the City of Ottawa e-mail system. Any distribution, use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized. Thank you.
Le présent courriel a été expédié par le système de courriels de la Ville d'Ottawa. Toute distribution, utilisation ou reproduction du courriel ou des renseignements qui s'y trouvent par une personne autre que son destinataire prévu est interdite. Je vous remercie de votre collaboration.
'
3 Mantle, Matthew
From: Baggs, Rosanna
Follow Up Flag: Follow up Flag Status: Flagged
Hi Mark,
The revised Traffic Impact Assessment was to look at both in one Traffic Impact Assessment document; how the school’s traffic would work in the interim and at ultimate configurations.
The previous submission was not accepted.
Rosanna Baggs, C.E.T. Project Manager, Infrastructure Approvals | GPRJ Approbation demandes infrastructure Development Review West Branch | Dir Services d'exam des dem d'amgt Tel |Tél. : 613‐580‐ 2424 ext. | poste 26388
From: Baker, Mark
Received – thanks Rosanna. We will incorporate into STEP 4.
Just a friendly reminder that the intent of the update, based on my understanding, was to provide a focussed assessment of the 1‐2 year interim condition when the access to Strandherd is restricted to right‐in/right‐out. The ultimate configuration of the Strandherd/CM/Fraser Fields and other adjacent intersections (i.e., Borrisokane) have already been established as part of detailed design study, which has taken into account all area development.
Mark
From: Baggs, Rosanna
Hi Mark,
1
Please see the comments for the forecasting report resubmission:
Transportation Engineering Services
1. When forecasting trip generation for schools, the "PM Peak Hour of Generator" is usually preferred over the "Peak Hour of Adjacent Street Traffic, One Hour Between 4 pm and 6 pm" time period. That is due to students leaving school earlier than the usual pm peak from 4 pm to 6 pm. 2. The report has included “drop off” as a mode share. This mode should be removed and trips assigned to auto and passenger trips. These trips may be single purpose trips or pass by trips. 3. As per the City's comment for the previous TIA forecasting report, "the forecasting report should provide more details about the surveyed CEPEO schools to verify that they have similar operating and market characteristics to the development proposal". This report somewhat addressed this comment for the modal share percentages pertaining to the interim conditions but did not mention anything for the modal share percentages associated with the ultimate conditions (which was the original intended purpose). 4. No justification has been provided for the assumed 2% background growth rate mentioned in Section 10.2. 5. The report does not seem to take into account the Glenview Homes and Mattamy Half Moon Bay West subdivisions. Along with the list of neighbouring developments mentioned in Sections 4.2 and 10.3 of the report, the site trips associated with these background subdivision developments should be accounted for as well in this study. 6. No Demand Rationalization has been mentioned/addressed in this report. This module was included in the previous TIA forecasting submission. Why has it been removed?
Traffic Signal Operations
1. Intersection of Strandherd Drive and CM Ext / Fraser Fields will not be signalized until completion of Strandherd Drive widening. 2. Strandherd Drive and Borrisokane Road intersection is within 1km radius of subject site and should be included in the study area and assessed. 3. Section 3.6 ‐ Last paragraph references collisions on River Road. Is this a typo? 4. Section 4.2.3 ‐ Last sentence "What is this development..." Incomplete sentence. 5. Ultimate Conditions ‐ Should provide justification for assuming only 32 vehicles per hour arriving at the school. Most students being bussed in makes sense, but staff coming from all areas of the City will likely drive. Also, drop‐off trips should be included since they will perform turning movements at subject intersections, even if they are not new to the network as a whole. This will affect intersection and site performance. 6. It should be noted that many school sites have large numbers of drop‐offs which impact nearby intersections due to friction of site and surrounding area. The schools then tend to request changes to signalized intersection operation to mitigate ingress / egress issues at the school site which in reality are not related to signalized intersection operation. The school should either provide appropriate drop off locations and site maneuverability or attempt to minimize number of drop offs occurring.
If the above can be incorporated into the next submission, please proceed with Step 4. Otherwise please discuss responses prior to proceeding.
Rosanna Baggs, C.E.T.
2 Project Manager, Infrastructure Approvals | GPRJ Approbation demandes infrastructure Development Review West Branch | Dir Services d'exam des dem d'amgt Tel |Tél. : 613‐580‐ 2424 ext. | poste 26388
From: Baker, Mark
Hi Rosanna,
We seem to finally have some closure on the interim treatment of the Strandherd/Chapman Mills intersection, and thus we can now move forward with re‐initiating the TIA process. Please find attached an updated DRAFT STEP 3 Forecasting report that features the following:
Expanded study area to include Strandherd/Andora Updated 2018 counts at Strandherd/Fraser Fields and Strandherd/Andora Introduced interim modal share and trip assignment assumptions Revised background network travel demands to reflect current development status (2018 counts will include Citi Gate / Costco traffic)
Please advise if we have captured the City’s request for an interim assessment appropriately. The School Board is very anxious for us to provide an updated TIA, so whatever you can do to turn this STEP 3 review around quickly would be much appreciated.
Cheers – Mark
Mark A. Baker, P.Eng. Manager, Transportation Planning and Traffic 1223 Michael St., Suite 100, Ottawa, ON K1J 7T2 [email protected] - P: +1 613.691.1524 M: +1 613.222.8234
PARSONS - Envision More www.parsons.com | LinkedIn[linkedin.com] | Twitter[twitter.com] | Facebook[facebook.com]
From: Baker, Mark Sent: Wednesday, October 10, 2018 3:22 PM To: Carolyn Jones
3 Hi Carolyn,
I reached out to Tracey and we have a good chat about the outstanding transportation issues and timing impacts of deeming STEP 3 incomplete (retroactively). It will be several weeks for us to provide an updated STEP 3, followed by a City review period, followed by STEP 4 analysis.
I offered an alternative approach whereby the assessment of the interim right‐in/out connection of Chapman Mills to Strandherd and refining the layby configuration near Chakra as items to be noted at this time, but formally dealt with as part of the final STEP 5 submission of the TIA. I suspect there will be other items the emerge as part of the broader circulation that will result in refinement to the final TIA submission.
Mark
Mark A. Baker, P.Eng. Senior Transportation Engineer / PM 1223 Michael St., Suite 100, Ottawa, ON K1J 7T2 [email protected] - P: +1 613.691.1524 M: +1 613.222.8234
PARSONS - Envision More www.parsons.com | LinkedIn[linkedin.com] | Twitter[twitter.com] | Facebook[facebook.com]
From: Carolyn Jones
Hi Mark, We have just received the email below from the City. We would like to address these concerns as soon as possible, as we are working on a tight schedule and need the Site Plan Control application review to get underway. I have sent an email to the City requesting a meeting to review these comments. Who should I be dealing with at Parsons now that Andrew is no longer there? Ideally it is someone who is aware and/or involved with the Strandherd widening and Chapman Mills work. What is your response to Rosanna Baggs’ comments? Thanks, Carolyn Jones Senior Associate | Employée-associée senior OAA MRAIC LEED-AP BD + C grc architects
47 Clarence Street, Suite 401 Ottawa, Ontario K1N 9K1 T: 613-241-8203 x288 C: 613-371-8146 www.grcarchitects.com[grcarchitects.com]
4 From: Scaramozzino, Tracey [mailto:[email protected]] Sent: Wednesday, October 10, 2018 10:14 AM To: Carolyn Jones
Hi Carolyn;
We have reviewed the re-submission for 4005 Strandherd and are not able to deem it complete at this time. Rosanna has significant transportation issues that must be resolved prior to us putting this file on circulation.
Please let me know if you wish to set up a meeting to discuss the attached comments.
Regards,
Tracey Scaramozzino, MCIP RPP Planner II Development Review, South Planning, Infrastructure and Economic Development Department City of Ottawa 110 Laurier Avenue West, Ottawa, ON K1P1J1 613.580.2424 ext 12545, fax: 613-580-2576 [email protected] ottawa.ca/planning [ottawa.ca] / ottawa.ca/urbanisme[ottawa.ca]
'NOTICE: This email message and all attachments transmitted with it may contain privileged and confidential information, and information that is protected by, and proprietary to, Parsons Corporation, and is intended solely for the use of the addressee for the specific purpose set forth in this communication. If the reader of this message is not the intended recipient, you are hereby notified that any reading, dissemination, distribution, copying, or other use of this message or its attachments is strictly prohibited, and you should delete this message and all copies and backups thereof. The recipient may not further distribute or use any of the information contained herein without the express written authorization of the sender. If you have received this message in error, or if you have any questions regarding the use of the proprietary information contained therein, please contact the sender of this message immediately, and the sender will provide you with further instructions.' '
This e-mail originates from the City of Ottawa e-mail system. Any distribution, use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized. Thank you.
Le présent courriel a été expédié par le système de courriels de la Ville d'Ottawa. Toute distribution, utilisation ou reproduction du courriel ou des renseignements qui s'y trouvent par une personne autre que son destinataire prévu est interdite. Je vous remercie de votre collaboration.
' '
This e-mail originates from the City of Ottawa e-mail system. Any distribution, use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized. Thank you.
5 Le présent courriel a été expédié par le système de courriels de la Ville d'Ottawa. Toute distribution, utilisation ou reproduction du courriel ou des renseignements qui s'y trouvent par une personne autre que son destinataire prévu est interdite. Je vous remercie de votre collaboration.
'
6
Appendix B Traffic Count Data
Transportation Services - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD DR @ CEDARVIEW RD/TARTAN DR
Survey Date: Thursday, January 18, 2018 WO No: 37429 Start Time: 07:00 Device: Miovision
CEDARVIEW RD/TARTAN DR N
W E
792 0 S 424 368 Total 240 46 138 0 Heavy Vehicles 4 0 4 0 20 0 0 0 Cars 236 46 134 0 348
STRANDHERD DR 94 10 104
68 2370 2438 1414 46 1460 1572 0 0 0 AM Period 8 0 8 Peak Hour: 162 6 156 2712 3794 07:30 08:30 0 0 0 966 60 906 1076 64 1140 1356 228 26 202
256 0 720 98 36 Cars 26 0 18 4 0 Heavy 0 0 0 Vehicles 0 738 102 36 Total 282 876
1158
0
Comments
2018-Jan-29 Page 1 of 4 Transportation Services - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD DR @ CEDARVIEW RD/TARTAN DR
Survey Date: Thursday, January 18, 2018 WO No: 37429 Start Time: 07:00 Device: Miovision
CEDARVIEW RD/TARTAN DR N W E
810 0 S 380 430 Total 178 98 104 0 Heavy Vehicles 12 0 10 0 12 0 0 0 Cars 166 98 94 0 418
STRANDHERD DR 126 4 130
84 1788 1872 1254 42 1296 1460 2 0 2 PM Period 34 0 34 Peak Hour: 232 8 224 3060 4270 16:00 17:00 0 0 0 1448 26 142 2 1558 42
2398 716 24 692 1600
824 0 366 68 42 Cars 24 0 30 0 6 Heavy 0 0 0 Vehicles 0 396 68 48 Total 848 512
1360
0
Comments
2018-Jan-29 Page 4 of 4 Transportation Services - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram FRASER FIELDS WAY @ STRANDHERD DR
Survey Date: Thursday, January 18, 2018 WO No: 37430 Start Time: 07:00 Device: Miovision
FRASER FIELDS WAY N W E
134 2 S 94 40 Total 24 0 70 0 Heavy Vehicles 2 0 2 0 10 0 0 0 Cars 22 0 68 0 30
STRANDHERD DR 22 10 32
50 1502 1552 1480 48 1528 1560 0 0 0 AM Period 0 0 0 Peak Hour: 8 0 8 2722 2652 07:45 08:45 0 0 0 1092 66 102 6 1094 68
1100 0 0 0 1162
0 0 0 0 0 Cars 0 0 0 0 0 Heavy 0 0 0 Vehicles 0 0 0 0 Total 0 0
0
0
Comments
2018-Jan-29 Page 1 of 4 Transportation Services - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram FRASER FIELDS WAY @ STRANDHERD DR
Survey Date: Thursday, January 18, 2018 WO No: 37430 Start Time: 07:00 Device: Miovision
FRASER FIELDS WAY N W E
190 0 S 52 138 Total 16 0 36 0 Heavy Vehicles 2 0 4 0 0 0 2 0 Cars 14 0 32 0 138
STRANDHERD DR 108 0 108
36 1412 1448 1398 34 1432 1540 0 0 0 PM Period 0 0 0 Peak Hour: 30 0 30 3126 3028 16:15 17:15 0 0 0 1550 36 151 4 1546 40
1580 0 0 0 1586
0 0 0 0 0 Cars 0 0 0 0 0 Heavy 0 0 0 Vehicles 0 0 0 0 Total 0 0
0
0
Comments
2018-Jan-29 Page 4 of 4 Transportation Services - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD DR @ ANDORA AVE
Survey Date: Thursday, January 18, 2018 WO No: 37431 Start Time: 07:00 Device: Miovision
N W E
0 0 S 0 0 Total 0 0 0 0 Heavy Vehicles 0 0 0 0 0 0 0 20 Cars 0 0 0 0 0
0 0 0
50 1530 1580 1522 48 1570 1598 0 0 0 AM Period 24 4 28 Peak Hour: 0 0 0 2866 2792 07:45 08:45 0 0 0 1206 70 113 6 1196 72
1212 6 2 4 1268
28 0 8 0 60 Cars 6 0 2 0 2 Heavy 2 4 0 Vehicles 0 10 0 62 Total 34 72
106
0
Comments
2018-Jan-29 Page 1 of 4 Transportation Services - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD DR @ ANDORA AVE
Survey Date: Thursday, January 18, 2018 WO No: 37431 Start Time: 07:00 Device: Miovision
N W E
0 0 S 0 0 Total 0 0 0 0 Heavy Vehicles 0 0 0 0 0 0 0 8 Cars 0 0 0 0 0
0 0 0
34 1514 1548 1504 32 1536 1628 0 0 0 PM Period 92 0 92 Peak Hour: 0 0 0 3256 3150 16:15 17:15 0 0 0 1592 42 155 0 1586 42
1602 10 0 10 1628
102 0 10 0 36 Cars 0 0 2 0 0 Heavy 4 0 0 Vehicles 0 12 0 36 Total 102 48
150
0
Comments
2018-Jan-29 Page 4 of 4
Appendix C Synchro Capacity Analysis: Existing Conditions
Lanes, Volumes, Timings Existing AM 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 4 546 764 16 35 12 Future Volume (vph) 4 546 764 16 35 12 Satd. Flow (prot) 1595 1679 1728 1401 1560 0 Flt Permitted 0.950 0.964 Satd. Flow (perm) 1595 1679 1728 1401 1560 0 Lane Group Flow (vph) 4 607 849 18 52 0 Sign Control Free Free Stop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
Parsons Synchro 10 Report HCM Unsignalized Intersection Capacity Analysis Existing AM 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 4 546 764 16 35 12 Future Volume (Veh/h) 4 546 764 16 35 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 4 607 849 18 39 13 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 867 1464 849 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 867 1464 849 tC, single (s) 4.2 6.5 6.2 tC, 2 stage (s) tF (s) 2.3 3.6 3.3 p0 queue free % 99 72 96 cM capacity (veh/h) 760 137 358 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 4 607 849 18 52 Volume Left 400039 Volume Right 0 0 0 18 13 cSH 760 1700 1700 1700 162 Volume to Capacity 0.01 0.36 0.50 0.01 0.32 Queue Length 95th (m) 0.1 0.0 0.0 0.0 9.8 Control Delay (s) 9.8 0.0 0.0 0.0 37.4 Lane LOS A E Approach Delay (s) 0.1 0.0 37.4 Approach LOS E Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing AM 2: Andora Avenue & Strandherd Drive 07/22/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 575 6 28 770 10 62 Future Volume (vph) 575 6 28 770 10 62 Satd. Flow (prot) 1647 0 1658 1695 1393 0 Flt Permitted 0.388 0.993 Satd. Flow (perm) 1647 0 677 1695 1392 0 Satd. Flow (RTOR) 1 69 Lane Group Flow (vph) 646 0 31 856 80 0 Turn Type NA Perm NA Perm Protected Phases 2 6 Permitted Phases 6 8 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 70.0 70.0 70.0 30.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 81.0 81.0 81.0 11.6 Actuated g/C Ratio 0.81 0.81 0.81 0.12 v/c Ratio 0.48 0.06 0.62 0.36 Control Delay 6.0 3.8 8.2 16.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 6.0 3.8 8.2 16.8 LOS A A A B Approach Delay 6.0 8.0 16.8 Approach LOS A A B Queue Length 50th (m) 35.5 1.1 57.9 2.0 Queue Length 95th (m) 79.4 4.4 132.5 14.0 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 1333 548 1372 389 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.48 0.06 0.62 0.21 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 (60%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing AM 2: Andora Avenue & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 0.62 Intersection Signal Delay: 7.6 Intersection LOS: A Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing AM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 81 483 116 4 730 52 369 51 18 69 23 120 Future Volume (vph) 81 483 116 4 730 52 369 51 18 69 23 120 Satd. Flow (prot) 1595 1562 0 1658 1705 0 1566 1584 0 1580 1507 0 Flt Permitted 0.063 0.366 0.611 0.707 Satd. Flow (perm) 106 1562 0 639 1705 0 1007 1584 0 1176 1507 0 Satd. Flow (RTOR) 18 4 15 133 Lane Group Flow (vph) 90 666 0 4 869 0 410 77 0 77 159 0 Turn Type pm+pt NA Perm NA Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2684 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 56.4 26.8 26.8 26.8 26.8 Total Split (s) 22.0 79.0 57.0 57.0 41.0 41.0 41.0 41.0 Total Split (%) 18.3% 65.8% 47.5% 47.5% 34.2% 34.2% 34.2% 34.2% Yellow Time (s) 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) 72.6 72.6 57.5 57.5 35.2 35.2 35.2 35.2 Actuated g/C Ratio 0.60 0.60 0.48 0.48 0.29 0.29 0.29 0.29 v/c Ratio 0.53 0.70 0.01 1.06 1.39 0.16 0.22 0.30 Control Delay 27.0 20.7 18.0 80.2 229.1 26.3 34.3 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.0 20.7 18.0 80.2 229.1 26.3 34.3 9.6 LOS C C B F F C C A Approach Delay 21.4 79.9 197.0 17.6 Approach LOS C E F B Queue Length 50th (m) 8.3 98.4 0.5 ~223.6 ~128.5 10.7 13.7 4.4 Queue Length 95th (m) 22.6 142.9 2.6 #314.2 #188.8 22.6 26.4 20.5 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 75.0 35.0 Base Capacity (vph) 257 952 306 819 295 475 344 536 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.70 0.01 1.06 1.39 0.16 0.22 0.30 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 135 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing AM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 1.39 Intersection Signal Delay: 79.1 Intersection LOS: E Intersection Capacity Utilization 99.6% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing PM 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 15 775 716 54 18 8 Future Volume (vph) 15 775 716 54 18 8 Satd. Flow (prot) 1595 1679 1728 1401 1555 0 Flt Permitted 0.950 0.967 Satd. Flow (perm) 1595 1679 1728 1401 1555 0 Lane Group Flow (vph) 17 861 796 60 29 0 Sign Control Free Free Stop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (min) 15
Parsons Synchro 10 Report HCM Unsignalized Intersection Capacity Analysis Existing PM 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 15 775 716 54 18 8 Future Volume (Veh/h) 15 775 716 54 18 8 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 17 861 796 60 20 9 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 856 1691 796 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 856 1691 796 tC, single (s) 4.2 6.5 6.2 tC, 2 stage (s) tF (s) 2.3 3.6 3.3 p0 queue free % 98 79 98 cM capacity (veh/h) 767 97 384 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 17 861 796 60 29 Volume Left 17 0 0 0 20 Volume Right 0 0 0 60 9 cSH 767 1700 1700 1700 127 Volume to Capacity 0.02 0.51 0.47 0.04 0.23 Queue Length 95th (m) 0.5 0.0 0.0 0.0 6.3 Control Delay (s) 9.8 0.0 0.0 0.0 41.6 Lane LOS A E Approach Delay (s) 0.2 0.0 41.6 Approach LOS E Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (min) 15
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing PM 2: Andora Avenue & Strandherd Drive 07/22/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 783 10 92 758 12 36 Future Volume (vph) 783 10 92 758 12 36 Satd. Flow (prot) 1646 0 1658 1695 1447 0 Flt Permitted 0.282 0.988 Satd. Flow (perm) 1646 0 492 1695 1443 0 Satd. Flow (RTOR) 1 40 Lane Group Flow (vph) 881 0 102 842 53 0 Turn Type NA Perm NA Perm Protected Phases 2 6 Permitted Phases 6 8 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 70.0 70.0 70.0 30.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 82.5 82.5 82.5 10.0 Actuated g/C Ratio 0.82 0.82 0.82 0.10 v/c Ratio 0.65 0.25 0.60 0.29 Control Delay 7.4 4.7 6.4 22.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.4 4.7 6.4 22.6 LOS A A A C Approach Delay 7.4 6.3 22.6 Approach LOS A A C Queue Length 50th (m) 63.3 4.3 56.1 2.3 Queue Length 95th (m) 100.0 9.8 85.8 13.6 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 1358 405 1398 379 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.65 0.25 0.60 0.14 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 (60%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing PM 2: Andora Avenue & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 0.65 Intersection Signal Delay: 7.2 Intersection LOS: A Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing PM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 724 358 17 648 65 198 34 24 52 49 89 Future Volume (vph) 116 724 358 17 648 65 198 34 24 52 49 89 Satd. Flow (prot) 1595 1484 0 1658 1696 0 1566 1497 0 1580 1567 0 Flt Permitted 0.211 0.086 0.525 0.715 Satd. Flow (perm) 354 1484 0 150 1696 0 865 1497 0 1189 1567 0 Satd. Flow (RTOR) 38 5 18 47 Lane Group Flow (vph) 129 1202 0 19 792 0 220 65 0 58 153 0 Turn Type pm+pt NA Perm NA Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2684 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 56.4 26.8 26.8 26.8 26.8 Total Split (s) 32.0 134.0 102.0 102.0 41.0 41.0 41.0 41.0 Total Split (%) 18.3% 76.6% 58.3% 58.3% 23.4% 23.4% 23.4% 23.4% Yellow Time (s) 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) 127.6 127.6 111.5 111.5 35.2 35.2 35.2 35.2 Actuated g/C Ratio 0.73 0.73 0.64 0.64 0.20 0.20 0.20 0.20 v/c Ratio 0.40 1.10 0.20 0.73 1.27 0.21 0.24 0.43 Control Delay 10.6 82.8 20.1 26.8 212.2 43.8 61.9 46.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.6 82.8 20.1 26.8 212.2 43.8 61.9 46.2 LOS B F C C F D E D Approach Delay 75.8 26.7 173.8 50.5 Approach LOS E C F D Queue Length 50th (m) 12.3 ~470.8 2.6 178.8 ~96.1 13.7 17.2 32.5 Queue Length 95th (m) 19.2 #553.3 8.7 242.4 #152.4 28.8 32.2 56.5 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 75.0 35.0 Base Capacity (vph) 439 1092 95 1082 173 315 239 352 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 1.10 0.20 0.73 1.27 0.21 0.24 0.43 Intersection Summary Cycle Length: 175 Actuated Cycle Length: 175 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 125 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing PM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 1.27 Intersection Signal Delay: 69.3 Intersection LOS: E Intersection Capacity Utilization 112.0% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing School Peak 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 8 702 726 32 22 10 Future Volume (vph) 8 702 726 32 22 10 Satd. Flow (prot) 1595 1679 1728 1401 1555 0 Flt Permitted 0.950 0.967 Satd. Flow (perm) 1595 1679 1728 1401 1555 0 Lane Group Flow (vph) 9 780 807 36 35 0 Sign Control Free Free Stop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15
Parsons Synchro 10 Report HCM Unsignalized Intersection Capacity Analysis Existing School Peak 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 8 702 726 32 22 10 Future Volume (Veh/h) 8 702 726 32 22 10 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 9 780 807 36 24 11 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 843 1605 807 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 843 1605 807 tC, single (s) 4.2 6.5 6.2 tC, 2 stage (s) tF (s) 2.3 3.6 3.3 p0 queue free % 99 78 97 cM capacity (veh/h) 776 111 378 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 9 780 807 36 35 Volume Left 900024 Volume Right 0 0 0 36 11 cSH 776 1700 1700 1700 143 Volume to Capacity 0.01 0.46 0.47 0.02 0.24 Queue Length 95th (m) 0.3 0.0 0.0 0.0 6.9 Control Delay (s) 9.7 0.0 0.0 0.0 38.1 Lane LOS A E Approach Delay (s) 0.1 0.0 38.1 Approach LOS E Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing School Peak 2: Andora Avenue & Strandherd Drive 07/22/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 716 4 14 720 8 18 Future Volume (vph) 716 4 14 720 8 18 Satd. Flow (prot) 1647 0 1658 1695 1498 0 Flt Permitted 0.327 0.985 Satd. Flow (perm) 1647 0 571 1695 1498 0 Satd. Flow (RTOR) 1 20 Lane Group Flow (vph) 800 0 16 800 29 0 Turn Type NA Perm NA Perm Protected Phases 2 6 Permitted Phases 6 8 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 70.0 70.0 70.0 30.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 86.9 86.9 86.9 10.0 Actuated g/C Ratio 0.87 0.87 0.87 0.10 v/c Ratio 0.56 0.03 0.54 0.17 Control Delay 5.2 2.6 5.0 24.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 5.2 2.6 5.0 24.8 LOS A A A C Approach Delay 5.2 4.9 24.8 Approach LOS A A C Queue Length 50th (m) 51.9 0.6 50.6 1.6 Queue Length 95th (m) 79.0 1.8 76.2 9.9 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 1432 496 1473 377 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.56 0.03 0.54 0.08 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 (60%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing School Peak 2: Andora Avenue & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 0.56 Intersection Signal Delay: 5.4 Intersection LOS: A Intersection Capacity Utilization 58.2% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing School Peak 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 616 246 12 618 90 162 32 6 82 48 94 Future Volume (vph) 120 616 246 12 618 90 162 32 6 82 48 94 Satd. Flow (prot) 1595 1510 0 1658 1685 0 1566 1643 0 1580 1562 0 Flt Permitted 0.184 0.216 0.549 0.729 Satd. Flow (perm) 309 1510 0 377 1685 0 905 1643 0 1213 1562 0 Satd. Flow (RTOR) 30 8 6 64 Lane Group Flow (vph) 133 957 0 13 787 0 180 43 0 91 157 0 Turn Type pm+pt NA Perm NA Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2684 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 56.4 26.8 26.8 26.8 26.8 Total Split (s) 22.0 104.0 82.0 82.0 41.0 41.0 41.0 41.0 Total Split (%) 15.2% 71.7% 56.6% 56.6% 28.3% 28.3% 28.3% 28.3% Yellow Time (s) 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) 101.8 101.8 85.8 85.8 31.0 31.0 31.0 31.0 Actuated g/C Ratio 0.70 0.70 0.59 0.59 0.21 0.21 0.21 0.21 v/c Ratio 0.44 0.90 0.06 0.79 0.93 0.12 0.35 0.41 Control Delay 12.5 30.7 16.0 31.1 104.1 39.3 51.1 30.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.5 30.7 16.0 31.1 104.1 39.3 51.1 30.7 LOS BC BC FD DC Approach Delay 28.5 30.9 91.6 38.2 Approach LOS C C F D Queue Length 50th (m) 12.4 215.6 1.6 174.7 49.6 8.4 21.7 22.0 Queue Length 95th (m) 20.5 #341.1 5.6 252.6 #90.0 18.7 38.1 42.9 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 75.0 35.0 Base Capacity (vph) 355 1068 223 999 219 403 294 427 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.90 0.06 0.79 0.82 0.11 0.31 0.37 Intersection Summary Cycle Length: 145 Actuated Cycle Length: 145 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 95 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings Existing School Peak 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 0.93 Intersection Signal Delay: 36.3 Intersection LOS: D Intersection Capacity Utilization 96.9% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report
Appendix D Collision Data
Total Area Single vehicle Classification of Turning Single Vehicle Rear End Sideswipe Angle Approaching (Unattended Other Total Accident Movement (other) vehicle) P.D. only 2030101002581% Non-fatal injury 12020100619% Non reportable 0000000000% Total 21503020031100% #1 or 68% #2 or 16% #5 or 0% #3 or 10% #5 or 0% #4 or 6% #5 or 0% #5 or 0%
STRANDHERD DR/ANDORA AVE Total # 24 Hr AADT Years Days Collisions/MEV Collisions Veh Volume 2011-2015 2 18,364 1826 0.06
Single vehicle Classification of Turning Single Vehicle Rear End Sideswipe Angle Approaching (Unattended Other Total Accident Movement (other) vehicle) P.D. only 200000002100% Non-fatal injury 0000000000% Non reportable 0000000000% Total 200000002100% 100% 0% 0% 0% 0% 0% 0% 0% STRANDHERD DR/TARTAN DR/BORRISOKANE RD Total # 24 Hr AADT Years Days Collisions/MEV Collisions Veh Volume 2011-2015 21 26,249 1826 0.44
Single vehicle Classification of Turning Single Vehicle Rear End Sideswipe Angle Approaching (Unattended Other Total Accident Movement (other) vehicle) P.D. only 1610100001886% Non-fatal injury 10010100314% Non reportable 0000000000% Total 17102010021100% 81% 5% 0% 10% 0% 5% 0% 0% STRANDHERD DR, TARTAN DR/BORRISOKANE RD to MADRID AVE Total # 24 Hr AADT Years Days Collisions/MEV Collisions Veh Volume 2011-2015 6 1826 n/a
Single vehicle Classification of Turning Single Vehicle Rear End Sideswipe Angle Approaching (Unattended Other Total Accident Movement (other) vehicle) P.D. only 12000100467% Non-fatal injury 02000000233% Non reportable 0000000000% Total 140001006100% 17% 67% 0% 0% 0% 17% 0% 0% STRANDHERD DR, MADRID AVE to ANDORA AVE Total # 24 Hr AADT Years Days Collisions/MEV Collisions Veh Volume #VALUE! 1 n/a 1826 n/a
Single vehicle Classification of Turning Single Vehicle Rear End Sideswipe Angle Approaching (Unattended Other Total Accident Movement (other) vehicle) P.D. only 100000001100% Non-fatal injury 0000000000% Non reportable 0000000000% Total 100000001100% 100% 0% 0% 0% 0% 0% 0% 0% STRANDHERD DR/FRASER FIELDS WAY Total # 24 Hr AADT Years Days Collisions/MEV Collisions Veh Volume #VALUE! 1 n/a 1826 n/a
Single vehicle Classification of Turning Single Vehicle Rear End Sideswipe Angle Approaching (Unattended Other Total Accident Movement (other) vehicle) P.D. only 0000000000% Non-fatal injury 000100001100% Non reportable 0000000000% Total 000100001100% 0% 0% 0% 100% 0% 0% 0% 0% City Operations - Transportation Services Collision Details Report - Public Version
From: January 1, 2014 To: December 31, 2015 Location: FRASER FIELDS WAY @ STRANDHERD DR Traffic Control: Stop sign Total Collisions: 3 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2015-Feb-04, Wed,11:28 Clear Angle P.D. only Slush West Turning right Automobile, Other motor station wagon vehicle South Turning right Delivery van Other motor vehicle
2014-Jun-07, Sat,12:20 Clear Angle P.D. only Dry South Turning left Pick-up truck Other motor vehicle West Going ahead Pick-up truck Other motor vehicle
2014-Dec-18, Thu,20:15 Clear Turning movement P.D. only Dry East Making "U" turn Pick-up truck Other motor vehicle East Going ahead Pick-up truck Other motor vehicle
Location: GREENBANK RD @ STRANDHERD DR Traffic Control: Traffic signal Total Collisions: 52 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2014-Jan-11, Sat,08:22 Freezing Rain Rear end Non-fatal injury Ice South Slowing or stopping Automobile, Other motor station wagon vehicle South Stopped Automobile, Other motor station wagon vehicle
2014-Jan-23, Thu,17:49 Clear Rear end Non-fatal injury Ice South Turning right Automobile, Other motor station wagon vehicle South Turning right Automobile, Other motor station wagon vehicle Thursday, April 06, 2017 Page 1 of 21 2014-Jan-24, Fri,18:15 Clear Rear end P.D. only Dry North Slowing or stopping Passenger van Other motor vehicle North Stopped Automobile, Other motor station wagon vehicle
2014-Jan-31, Fri,18:41 Clear Rear end P.D. only Dry West Turning right Pick-up truck Other motor vehicle West Turning right Pick-up truck Other motor vehicle
2014-Feb-11, Tue,12:35 Clear Sideswipe P.D. only Wet West Changing lanes Automobile, Other motor station wagon vehicle West Going ahead Automobile, Other motor station wagon vehicle
2014-Feb-09, Sun,10:01 Clear Rear end P.D. only Dry East Turning left Automobile, Other motor station wagon vehicle East Turning left Pick-up truck Other motor vehicle
2014-Feb-18, Tue,07:29 Snow Turning movement P.D. only Loose snow South Turning left Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle
2014-Mar-12, Wed,19:20 Drifting Snow Turning movement Non-fatal injury Loose snow South Turning left Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle
2014-Mar-29, Sat,15:28 Clear Rear end P.D. only Dry South Turning right Automobile, Other motor station wagon vehicle South Turning right Pick-up truck Other motor vehicle
Thursday, April 06, 2017 Page 2 of 21 2014-May-03, Sat,09:53 Clear Sideswipe P.D. only Dry North Going ahead Automobile, Other motor station wagon vehicle North Going ahead Pick-up truck Other motor vehicle
2014-Apr-27, Sun,15:15 Clear Rear end P.D. only Dry South Slowing or stopping Automobile, Other motor station wagon vehicle South Stopped Pick-up truck Other motor vehicle
2014-May-09, Fri,21:00 Rain Turning movement Non-fatal injury Wet South Turning left Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle
2014-Jun-11, Wed,17:27 Rain Turning movement P.D. only Wet North Turning left Automobile, Other motor station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle
2014-Jun-23, Mon,13:50 Clear Rear end Non-fatal injury Dry East Slowing or stopping Pick-up truck Other motor vehicle East Stopped Automobile, Other motor station wagon vehicle
2014-Jul-23, Wed,10:47 Clear Angle P.D. only Dry West Going ahead Pick-up truck Other motor vehicle South Turning left Automobile, Other motor station wagon vehicle
2014-Jul-28, Mon,14:30 Clear Rear end P.D. only Dry East Turning right Pick-up truck Other motor vehicle East Turning right Automobile, Other motor station wagon vehicle
2014-Jul-14, Mon,07:45 Clear Rear end P.D. only Dry West Turning right Automobile, Other motor station wagon vehicle Thursday, April 06, 2017 Page 3 of 21 West Turning right Automobile, Other motor station wagon vehicle
2014-Jul-18, Fri,13:58 Clear Rear end P.D. only Dry East Turning right Pick-up truck Other motor vehicle East Turning right Automobile, Other motor station wagon vehicle
2014-Nov-25, Tue,18:29 Clear Rear end P.D. only Dry North Turning left Unknown Other motor vehicle North Turning left Delivery van Other motor vehicle
2014-Nov-08, Sat,21:51 Rain Turning movement P.D. only Wet East Turning left Automobile, Other motor station wagon vehicle West Going ahead Automobile, Other motor station wagon vehicle
2014-Nov-03, Mon,08:22 Clear Turning movement Non-fatal injury Dry West Turning left Automobile, Other motor station wagon vehicle East Going ahead Automobile, Other motor station wagon vehicle
2014-Sep-30, Tue,10:20 Clear Sideswipe P.D. only Dry East Changing lanes Pick-up truck Other motor vehicle East Turning left Automobile, Other motor station wagon vehicle
2014-Sep-05, Fri,11:43 Clear SMV other Non-fatal injury Dry West Turning right Motorcycle Curb
2014-Nov-06, Thu,09:12 Clear Sideswipe P.D. only Dry South Turning left Automobile, Other motor station wagon vehicle South Going ahead Pick-up truck Other motor vehicle
Thursday, April 06, 2017 Page 4 of 21 2014-Oct-29, Wed,16:10 Clear Rear end P.D. only Dry East Slowing or stopping Pick-up truck Other motor vehicle East Slowing or stopping Pick-up truck Other motor vehicle
2014-Oct-04, Sat,01:30 Rain Turning movement P.D. only Wet North Turning left Automobile, Other motor station wagon vehicle South Going ahead Pick-up truck Other motor vehicle
2014-Sep-20, Sat,16:40 Clear Rear end P.D. only Dry South Turning right Automobile, Other motor station wagon vehicle South Turning right Pick-up truck Other motor vehicle
2014-Oct-30, Thu,16:16 Clear Sideswipe P.D. only Dry South Changing lanes Passenger van Other motor vehicle South Going ahead Automobile, Other motor station wagon vehicle
2014-Dec-09, Tue,07:48 Clear Turning movement P.D. only Dry South Going ahead Automobile, Other motor station wagon vehicle North Turning left Automobile, Other motor station wagon vehicle
2015-Feb-08, Sun,10:20 Snow Rear end P.D. only Loose snow West Slowing or stopping Pick-up truck Other motor vehicle West Stopped Passenger van Other motor vehicle
2014-Sep-13, Sat,13:55 Rain Rear end P.D. only Wet South Turning left Pick-up truck Other motor vehicle South Turning left Pick-up truck Other motor vehicle
2014-Sep-26, Fri,19:50 Clear Rear end P.D. only Dry East Turning right Automobile, Other motor station wagon vehicle Thursday, April 06, 2017 Page 5 of 21 East Turning right Automobile, Other motor station wagon vehicle
2015-May-07, Thu,09:20 Clear Turning movement Non-fatal injury Dry East Turning left Pick-up truck Other motor vehicle West Going ahead Automobile, Other motor station wagon vehicle
2014-Nov-01, Sat,16:13 Clear Turning movement P.D. only Dry North Turning left Automobile, Other motor station wagon vehicle North Turning left Automobile, Other motor station wagon vehicle
2015-May-12, Tue,14:00 Clear Turning movement P.D. only Dry South Turning left Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle
2015-May-14, Thu,10:46 Clear Sideswipe P.D. only Dry West Merging Unknown Other motor vehicle West Slowing or stopping Automobile, Other motor station wagon vehicle
2015-Sep-19, Sat,09:45 Clear Turning movement P.D. only Dry North Turning left Automobile, Other motor station wagon vehicle South Going ahead Pick-up truck Other motor vehicle
2015-May-05, Tue,14:53 Clear Turning movement P.D. only Dry East Turning left Automobile, Other motor station wagon vehicle West Going ahead Automobile, Other motor station wagon vehicle
2015-Apr-29, Wed,13:06 Clear Angle P.D. only Dry West Going ahead Automobile, Other motor station wagon vehicle South Turning left Automobile, Other motor station wagon vehicle Thursday, April 06, 2017 Page 6 of 21 2015-Jul-16, Thu,21:00 Clear Rear end P.D. only Dry North Going ahead Automobile, Other motor station wagon vehicle North Stopped Pick-up truck Other motor vehicle
2014-Dec-21, Sun,00:13 Clear Angle Non-fatal injury Dry West Going ahead Automobile, Other motor station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle East Stopped Automobile, Other motor station wagon vehicle
2015-Feb-14, Sat,11:00 Snow Rear end P.D. only Loose snow South Turning left Automobile, Other motor station wagon vehicle South Turning left Automobile, Other motor station wagon vehicle
2015-Mar-01, Sun,17:17 Clear SMV other P.D. only Dry South Turning left Pick-up truck Snowbank/drift
2015-Mar-18, Wed,22:11 Clear Rear end P.D. only Dry West Turning right Pick-up truck Other motor vehicle West Turning right Passenger van Other motor vehicle
2015-Mar-21, Sat,15:19 Snow Rear end P.D. only Wet South Slowing or stopping Automobile, Other motor station wagon vehicle South Stopped Automobile, Other motor station wagon vehicle
2015-Jun-05, Fri,18:39 Clear Rear end P.D. only Dry East Going ahead Automobile, Other motor station wagon vehicle East Stopped Automobile, Other motor station wagon vehicle East Stopped Automobile, Other motor station wagon vehicle
Thursday, April 06, 2017 Page 7 of 21 2015-Jun-06, Sat,16:29 Clear Turning movement P.D. only Dry East Going ahead Unknown Other motor vehicle West Turning left Automobile, Other motor station wagon vehicle
2015-Sep-01, Tue,20:05 Clear Rear end Non-fatal injury Dry East Going ahead Pick-up truck Other motor vehicle East Stopped Automobile, Other motor station wagon vehicle
2015-Dec-06, Sun,10:30 Clear Turning movement Non-fatal injury Dry East Going ahead Automobile, Other motor station wagon vehicle West Turning left Automobile, Other motor station wagon vehicle
2015-Nov-16, Mon,16:29 Clear Sideswipe P.D. only Dry East Changing lanes Truck - dump Other motor vehicle East Going ahead Pick-up truck Other motor vehicle
2015-Oct-20, Tue,19:58 Clear Turning movement Non-fatal injury Dry South Turning left Pick-up truck Other motor vehicle North Going ahead Automobile, Other motor station wagon vehicle
2015-Dec-30, Wed,14:00 Clear Rear end P.D. only Wet East Turning right Automobile, Other motor station wagon vehicle East Turning right Pick-up truck Other motor vehicle
Location: JOCKVALE RD @ STRANDHERD DR Traffic Control: Traffic signal Total Collisions: 14 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2014-Jan-07, Tue,15:00 Clear Angle P.D. only Dry East Going ahead Pick-up truck Other motor vehicle
Thursday, April 06, 2017 Page 8 of 21 North Going ahead Pick-up truck Other motor vehicle
2014-Feb-14, Fri,16:44 Snow Turning movement P.D. only Loose snow East Going ahead Automobile, Other motor station wagon vehicle West Turning left Delivery van Other motor vehicle
2014-Mar-26, Wed,18:40 Clear Turning movement P.D. only Dry West Going ahead Automobile, Other motor station wagon vehicle East Turning left Passenger van Other motor vehicle
2014-Jul-03, Thu,16:50 Rain Turning movement P.D. only Wet South Turning left Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle West Turning left Automobile, Other motor station wagon vehicle West Turning left Pick-up truck Other motor vehicle
2014-Jul-07, Mon,14:15 Clear Rear end P.D. only Dry East Going ahead Truck - dump Other motor vehicle East Going ahead Automobile, Other motor station wagon vehicle
2014-Aug-07, Thu,21:46 Clear SMV other Fatal injury Dry West Going ahead Motorcycle Curb
2014-Sep-17, Wed,15:30 Clear Turning movement P.D. only Dry South Turning left Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle
2015-Mar-01, Sun,12:49 Clear Rear end P.D. only Wet East Slowing or stopping Pick-up truck Other motor vehicle
Thursday, April 06, 2017 Page 9 of 21 East Slowing or stopping Automobile, Other motor station wagon vehicle
2014-Dec-09, Tue,16:45 Clear Rear end P.D. only Wet West Going ahead Automobile, Other motor station wagon vehicle West Slowing or stopping Automobile, Other motor station wagon vehicle
2015-Oct-01, Thu,12:39 Clear Turning movement P.D. only Dry South Turning left Automobile, Other motor station wagon vehicle North Going ahead Pick-up truck Other motor vehicle
2015-Feb-21, Sat,12:38 Clear Rear end P.D. only Ice West Slowing or stopping Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Other motor vehicle
2015-May-20, Wed,13:15 Clear Rear end P.D. only Dry West Going ahead Automobile, Other motor station wagon vehicle West Turning right Pick-up truck Other motor vehicle
2015-Oct-17, Sat,14:20 Clear Rear end P.D. only Dry East Slowing or stopping Automobile, Other motor station wagon vehicle East Slowing or stopping Pick-up truck Other motor vehicle
2015-Dec-10, Thu,11:35 Clear Rear end P.D. only Dry West Going ahead Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Other motor vehicle
Thursday, April 06, 2017 Page 10 of 21 Location: MCKENNA CASEY DR @ STRANDHERD DR Traffic Control: Stop sign Total Collisions: 1 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2015-Jan-20, Tue,16:13 Clear Rear end P.D. only Ice East Slowing or stopping Automobile, Skidding/sliding station wagon East Turning right Automobile, Other motor station wagon vehicle
Location: STRANDHERD @ KENNEVALE DR Traffic Control: Traffic signal Total Collisions: 14 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2014-Jan-04, Sat,13:21 Clear SMV other Non-fatal injury Wet West Turning left Automobile, Pole (utility, station wagon power)
2014-Mar-17, Mon,18:08 Clear Rear end Non-fatal injury Dry East Going ahead Automobile, Other motor station wagon vehicle East Going ahead Pick-up truck Other motor vehicle
2014-Mar-17, Mon,22:03 Clear Rear end Non-fatal injury Dry East Going ahead Automobile, Other motor station wagon vehicle East Unknown Unknown Other motor vehicle
2014-Jun-12, Thu,08:30 Rain Rear end Non-fatal injury Wet West Slowing or stopping Pick-up truck Other motor vehicle West Slowing or stopping Automobile, Other motor station wagon vehicle
2014-Jun-23, Mon,17:05 Clear Rear end P.D. only Dry South Going ahead Automobile, Other motor station wagon vehicle South Going ahead Passenger van Other motor vehicle South Going ahead Pick-up truck Other motor vehicle
Thursday, April 06, 2017 Page 11 of 21 2014-Jul-18, Fri,13:13 Clear Rear end P.D. only Dry South Going ahead Automobile, Other motor station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle
2014-Aug-21, Thu,17:41 Clear Rear end P.D. only Wet West Slowing or stopping Passenger van Other motor vehicle West Stopped Pick-up truck Other motor vehicle
2014-Oct-01, Wed,18:33 Clear Rear end P.D. only Dry South Going ahead Pick-up truck Other motor vehicle South Stopped Pick-up truck Other motor vehicle South Stopped Pick-up truck Other motor vehicle South Stopped Pick-up truck Other motor vehicle
2014-Oct-01, Wed,10:29 Clear Other P.D. only Dry North Going ahead Automobile, Debris falling off station wagon vehicle South Going ahead Unknown Other
2015-Aug-23, Sun,10:17 Clear Turning movement Non-fatal injury Dry North Turning left Passenger van Other motor vehicle South Going ahead Pick-up truck Other motor vehicle
2015-Aug-24, Mon,17:45 Clear Angle P.D. only Dry West Turning right Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle
2015-Nov-10, Tue,15:58 Clear Rear end P.D. only Dry South Slowing or stopping Automobile, Other motor station wagon vehicle Thursday, April 06, 2017 Page 12 of 21 South Stopped Pick-up truck Other motor vehicle
2015-Nov-06, Fri,18:31 Clear Rear end P.D. only Dry North Going ahead Automobile, Other motor station wagon vehicle North Stopped Passenger van Other motor vehicle
2015-Dec-08, Tue,07:35 Clear Rear end P.D. only Dry North Slowing or stopping Passenger van Other motor vehicle North Slowing or stopping Pick-up truck Other motor vehicle
Location: STRANDHERD DR @ 215 W OF GREENBANK RD/BARRHAVE Traffic Control: Traffic signal Total Collisions: 4 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2014-Mar-05, Wed,21:25 Clear Angle P.D. only Wet East Slowing or stopping Pick-up truck Other motor vehicle North Turning left Automobile, Other motor station wagon vehicle
2014-Aug-07, Thu,21:30 Clear Angle P.D. only Dry East Going ahead Pick-up truck Other motor vehicle North Turning left Automobile, Other motor station wagon vehicle
2014-Oct-14, Tue,16:37 Clear Rear end P.D. only Dry West Slowing or stopping Pick-up truck Other motor vehicle West Stopped Automobile, Other motor station wagon vehicle West Stopped Automobile, Other motor station wagon vehicle
2015-May-18, Mon,18:34 Rain Rear end P.D. only Wet West Slowing or stopping Automobile, Other motor station wagon vehicle
Thursday, April 06, 2017 Page 13 of 21 West Stopped Pick-up truck Other motor vehicle
Location: STRANDHERD DR @ ANDORA AVE Traffic Control: Traffic signal Total Collisions: 2 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2014-Jul-28, Mon,17:15 Rain Rear end P.D. only Wet East Slowing or stopping Automobile, Other motor station wagon vehicle East Stopped Automobile, Other motor station wagon vehicle
2015-Jan-16, Fri,16:01 Drifting Snow Rear end P.D. only Ice East Slowing or stopping Automobile, Skidding/sliding station wagon East Stopped Automobile, Other motor station wagon vehicle
Location: STRANDHERD DR @ CEDARVIEW RD/TARTAN DR Traffic Control: Traffic signal Total Collisions: 21 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2014-May-25, Sun,12:45 Clear Rear end P.D. only Dry West Slowing or stopping Automobile, Other motor station wagon vehicle West Slowing or stopping Pick-up truck Other motor vehicle
2014-Jun-11, Wed,16:36 Rain Rear end P.D. only Wet West Going ahead Automobile, Other motor station wagon vehicle West Stopped Automobile, Other motor station wagon vehicle
2014-Jun-24, Tue,18:43 Rain Rear end P.D. only Wet West Slowing or stopping Passenger van Other motor vehicle West Stopped Pick-up truck Other motor vehicle
Thursday, April 06, 2017 Page 14 of 21 2014-Jul-15, Tue,09:52 Rain Rear end P.D. only Wet East Slowing or stopping Automobile, Other motor station wagon vehicle East Stopped Pick-up truck Other motor vehicle
2014-Sep-21, Sun,12:15 Rain Rear end P.D. only Wet West Slowing or stopping Passenger van Other motor vehicle West Stopped Automobile, Other motor station wagon vehicle
2014-Dec-16, Tue,13:21 Clear Rear end P.D. only Wet East Slowing or stopping Automobile, Other motor station wagon vehicle East Stopped Pick-up truck Other motor vehicle
2014-Nov-17, Mon,09:40 Snow Rear end P.D. only Wet West Slowing or stopping Automobile, Other motor station wagon vehicle West Stopped Passenger van Other motor vehicle
2015-May-02, Sat,18:09 Clear Rear end P.D. only Dry West Going ahead Automobile, Other motor station wagon vehicle West Going ahead Passenger van Other motor vehicle
2014-Dec-18, Thu,19:06 Clear Turning movement P.D. only Dry North Turning left Automobile, Other motor station wagon vehicle South Going ahead Pick-up truck Other motor vehicle
2014-Dec-16, Tue,15:00 Rain Rear end P.D. only Wet West Slowing or stopping Pick-up truck Other motor vehicle West Stopped Automobile, Other motor station wagon vehicle West Slowing or stopping Pick-up truck Other motor vehicle
Thursday, April 06, 2017 Page 15 of 21 2015-Jun-28, Sun,13:23 Rain Rear end P.D. only Wet West Going ahead Pick-up truck Other motor vehicle West Stopped Automobile, Other motor station wagon vehicle
2015-Mar-31, Tue,19:09 Clear Rear end Non-fatal injury Dry West Going ahead Automobile, Other motor station wagon vehicle West Going ahead Automobile, Other motor station wagon vehicle
2015-May-25, Mon,16:50 Rain Rear end P.D. only Wet West Going ahead Pick-up truck Other motor vehicle West Stopped Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Other motor vehicle
2015-Sep-12, Sat,14:46 Rain Rear end P.D. only Wet West Going ahead Passenger van Other motor vehicle West Stopped Pick-up truck Other motor vehicle West Stopped Automobile, Other motor station wagon vehicle
2015-Jun-16, Tue,06:04 Rain SMV other Non-fatal injury Wet West Slowing or stopping Pick-up truck Skidding/sliding
2015-Aug-20, Thu,18:20 Rain Rear end P.D. only Wet West Slowing or stopping Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Other motor vehicle
2015-Aug-13, Thu,10:00 Clear Angle P.D. only Dry South Going ahead Automobile, Other motor station wagon vehicle West Going ahead Automobile, Other motor station wagon vehicle
Thursday, April 06, 2017 Page 16 of 21 2015-Nov-12, Thu,11:26 Rain Rear end P.D. only Wet West Slowing or stopping Pick-up truck Other motor vehicle West Going ahead Pick-up truck Other motor vehicle
2015-Oct-20, Tue,12:34 Clear Angle Non-fatal injury Dry North Going ahead Pick-up truck Other motor vehicle East Going ahead Automobile, Other motor station wagon vehicle
2015-Dec-02, Wed,08:46 Rain Rear end P.D. only Wet West Going ahead Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Other motor vehicle
2015-Dec-21, Mon,13:23 Rain Rear end P.D. only Wet West Going ahead Automobile, Other motor station wagon vehicle West Stopped Automobile, Other motor station wagon vehicle
Location: STRANDHERD DR btwn 215 W OF GREENBANK RD/BARRHAVEN MALL SC & GREENBANK Traffic Control: No control Total Collisions: 3 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2014-Jan-23, Thu,14:19 Clear Turning movement P.D. only Dry East Going ahead Automobile, Other motor station wagon vehicle East Turning right Truck and trailer Other motor vehicle
2014-Oct-14, Tue,14:06 Clear Sideswipe P.D. only Dry East Unknown Passenger van Other motor vehicle East Unknown Pick-up truck Other motor vehicle
2015-Feb-26, Thu,18:52 Clear Rear end P.D. only Wet West Slowing or stopping Automobile, Other motor station wagon vehicle
Thursday, April 06, 2017 Page 17 of 21 West Slowing or stopping Automobile, Other motor station wagon vehicle
Location: STRANDHERD DR btwn ANDORA AVE & JOCKVALE RD Traffic Control: No control Total Collisions: 3 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2014-Apr-14, Mon,08:35 Clear Sideswipe P.D. only Dry West Changing lanes Automobile, Other motor station wagon vehicle West Going ahead Pick-up truck Other motor vehicle
2015-Apr-17, Fri,16:50 Clear Rear end Non-fatal injury Dry West Slowing or stopping Automobile, Other motor station wagon vehicle West Stopped Automobile, Other motor station wagon vehicle West Stopped Automobile, Other motor station wagon vehicle
2015-Nov-27, Fri,07:02 Clear Rear end P.D. only Dry West Going ahead Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Other motor vehicle
Location: STRANDHERD DR btwn CEDARVIEW RD & MADRID AVE Traffic Control: No control Total Collisions: 6 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2014-Jan-12, Sun,17:31 Clear Turning movement Non-fatal injury Dry West Making "U" turn Automobile, Other motor station wagon vehicle West Going ahead Automobile, Other motor station wagon vehicle
2014-Nov-16, Sun,14:24 Clear Turning movement P.D. only Wet East Making "U" turn Automobile, Other motor station wagon vehicle East Going ahead Automobile, Other motor station wagon vehicle
Thursday, April 06, 2017 Page 18 of 21 2015-Feb-17, Tue,16:00 Clear Turning movement Non-fatal injury Dry West Making "U" turn Automobile, Other motor station wagon vehicle West Going ahead Automobile, Other motor station wagon vehicle
2015-Jul-01, Wed,23:12 Clear Rear end P.D. only Dry East Slowing or stopping Automobile, Other motor station wagon vehicle East Stopped Pick-up truck Other motor vehicle
2015-Oct-11, Sun,19:40 Clear Turning movement P.D. only Dry West Making "U" turn Automobile, Other motor station wagon vehicle West Going ahead Automobile, Other motor station wagon vehicle
2015-Oct-09, Fri,12:55 Rain SMV other P.D. only Wet West Going ahead Automobile, Ditch station wagon
Location: STRANDHERD DR btwn CEDARVIEW RD & MCKENNA CASEY DR Traffic Control: No control Total Collisions: 2 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2014-Dec-04, Thu,16:38 Clear Rear end P.D. only Dry West Going ahead Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Other motor vehicle
2015-Feb-08, Sun,08:45 Snow Approaching Non-fatal injury Loose snow South Going ahead Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle
Location: STRANDHERD DR btwn Continuation of STRANDHERD DR & MCKENNA CASEY DR Traffic Control: Traffic gate Total Collisions: 4 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n
Thursday, April 06, 2017 Page 19 of 21 2014-Apr-10, Thu,13:08 Clear SMV other P.D. only Dry East Going ahead Truck - dump Other
2014-May-15, Thu,08:28 Clear Rear end P.D. only Dry North Going ahead Pick-up truck Other motor vehicle North Slowing or stopping Pick-up truck Other motor vehicle
2014-Jul-23, Wed,08:03 Clear Rear end Non-fatal injury Dry North Slowing or stopping Delivery van Other motor vehicle North Stopped Automobile, Other motor station wagon vehicle
2015-Jul-21, Tue,14:48 Clear Rear end P.D. only Dry South Going ahead Pick-up truck Other motor vehicle South Slowing or stopping Automobile, Other motor station wagon vehicle
Location: STRANDHERD DR btwn JOCKVALE RD & 215 W OF GREENBANK RD/BARRHAVEN MALL Traffic Control: No control Total Collisions: 1 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2015-Jan-30, Fri,16:05 Clear Rear end Non-fatal injury Ice West Going ahead Passenger van Other motor vehicle West Slowing or stopping Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Other motor vehicle
Location: STRANDHERD DR btwn MADRID AVE & ANDORA AVE Traffic Control: No control Total Collisions: 1 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2014-Oct-30, Thu,19:34 Clear Rear end P.D. only Dry West Merging Pick-up truck Other motor vehicle West Going ahead Automobile, Other motor station wagon vehicle
Thursday, April 06, 2017 Page 20 of 21 West Slowing or stopping Pick-up truck Other motor vehicle
Thursday, April 06, 2017 Page 21 of 21 Collision Main Detail Summary OnTRAC Reporting System FROM: 2013-01-01 TO: 2014-01-01 215 W OF GREENBANK RD & STRANDHERD DR Former Municipality: Nepean Traffic Control: Traffic signal Number of Collisions: 1 IMPACT SURFACE VEHICLE No. DATE DAY TIME ENV LIGHT TYPE CLASS DIR COND'N MANOEUVRE VEHICLE TYPE FIRST EVENT PED 1 2013-10-16 We 18:48 Clear Dark Angle P.D. only V1 E Dry Going ahead Automobile, station Other motor vehicle 0 V2 N Dry Turning left Pick-up truck Other motor vehicle
CEDARVIEW RD & GORMAN DR Former Municipality: Nepean Traffic Control: Traffic signal Number of Collisions: 3 IMPACT SURFACE VEHICLE No. DATE DAY TIME ENV LIGHT TYPE CLASS DIR COND'N MANOEUVRE VEHICLE TYPE FIRST EVENT PED 2 2013-01-20 Sun 12:41 Snow Daylight Angle P.D. only V1 W Ice Turning right Passenger van Other motor vehicle 0 V2 S Loose snow Stopped Passenger van Other motor vehicle COMMENTS: EXACT LOCATION UNKNOWN 3 2013-07-19 Fri 12:12 Clear Daylight Angle P.D. only V1 S Dry Turning right Automobile, station Other motor vehicle 0 V2 W Dry Going ahead Automobile, station Other motor vehicle
4 2013-09-02 Mo 17:44 Clear Daylight Rear end P.D. only V1 W Wet Slowing or Automobile, station Other motor vehicle 0 V2 W Wet Slowing or Automobile, station Other motor vehicle GREENBANK RD & STRANDHERD DR Former Municipality: Nepean Traffic Control: Traffic signal Number of Collisions: 26 IMPACT SURFACE VEHICLE No. DATE DAY TIME ENV LIGHT TYPE CLASS DIR COND'N MANOEUVRE VEHICLE TYPE FIRST EVENT PED 5 2013-01-17 Thu 16:50 Clear Dusk Rear end P.D. only V1 E Wet Turning right Passenger van Other motor vehicle 0 V2 E Wet Turning right Pick-up truck Other motor vehicle 6 2013-01-24 Thu 13:52 Clear Daylight Sideswipe P.D. only V1 N Loose snow Going ahead Truck - dump Other motor vehicle 0 V2 N Loose snow Turning left Truck - dump Other motor vehicle 7 2013-01-28 Mo 11:02 Snow Daylight Angle Non-fatal V1 E Slush Going ahead Automobile, station Other motor vehicle 0 V2 N Slush Turning left Pick-up truck Other motor vehicle
8 2013-02-03 Sun 20:28 Clear Dark Turning P.D. only V1 S Wet Turning left Automobile, station Other motor vehicle 0 V2 N Wet Going ahead Automobile, station Other motor vehicle
9 2013-02-28 Thu 19:19 Snow Dark Turning P.D. only V1 N Wet Turning left Automobile, station Other motor vehicle 0 V2 S Wet Going ahead Automobile, station Other motor vehicle
10 2013-03-21 Thu 10:20 Clear Daylight Rear end P.D. only V1 E Dry Going ahead Automobile, station Other motor vehicle 0 V2 E Dry Stopped Automobile, station Other motor vehicle 11 2013-04-24 We 16:30 Rain Daylight Rear end P.D. only V1 S Wet Going ahead Automobile, station Other motor vehicle 0 V2 S Wet Slowing or Automobile, station Other motor vehicle 12 2013-04-28 Sun 15:00 Clear Daylight Turning P.D. only V1 E Dry Turning left Automobile, station Other motor vehicle 0 V2 W Dry Going ahead Automobile, station Other motor vehicle 13 2013-04-30 Tue 15:36 Clear Daylight Rear end Non-fatal V1 W Dry Turning right Pick-up truck Other motor vehicle 0 V2 W Dry Turning right Automobile, station Other motor vehicle
(Note: Time of Day = "00:00" represents unknown collision time Thursday, April 06, 2017 Page 1 of 5 Collision Main Detail Summary OnTRAC Reporting System FROM: 2013-01-01 TO:
14 2013-05-21 Tue 05:49 Rain Daylight Rear end P.D. only V1 W Wet Slowing or Automobile, station Other motor vehicle 0 V2 W Wet Stopped Pick-up truck Other motor vehicle 15 2013-05-29 We 16:50 Clear Daylight Rear end P.D. only V1 E Dry Turning right Automobile, station Other motor vehicle 0 V2 E Dry Turning right Automobile, station Other motor vehicle 16 2013-06-01 Sat 14:04 Clear Daylight Rear end P.D. only V1 W Dry Turning right Automobile, station Other motor vehicle 0 V2 W Dry Turning right Automobile, station Other motor vehicle
17 2013-06-04 Tue 11:02 Clear Daylight Turning P.D. only V1 N Dry Turning left Automobile, station Other motor vehicle 0 V2 S Dry Going ahead Automobile, station Other motor vehicle 18 2013-06-21 Fri 17:00 Clear Daylight Rear end P.D. only V1 S Dry Turning right Automobile, station Other motor vehicle 0 V2 S Dry Turning right Passenger van Other motor vehicle
19 2013-06-24 Mo 14:37 Clear Daylight Rear end P.D. only V1 E Dry Turning right Pick-up truck Other motor vehicle 0 V2 E Dry Turning right Pick-up truck Other motor vehicle
20 2013-08-12 Mo 11:47 Clear Daylight Turning Non-fatal V1 N Dry Going ahead Bicycle Other motor vehicle 0 V2 S Dry Turning left Passenger van Cyclist
21 2013-09-11 We 09:26 Clear Daylight Angle Non-fatal V1 W Dry Going ahead School bus Other motor vehicle 0 V2 S Dry Going ahead Passenger van Other motor vehicle
22 2013-09-11 We 08:20 Clear Daylight Rear end P.D. only V1 W Dry Turning right Automobile, station Other motor vehicle 0 V2 W Dry Turning right Automobile, station Other motor vehicle 23 2013-09-12 Thu 09:17 Clear Daylight Rear end Non-fatal V1 W Dry Slowing or Automobile, station Other motor vehicle 0 V2 W Dry Stopped Automobile, station Other motor vehicle 24 2013-09-20 Fri 10:56 Clear Daylight Turning Non-fatal V1 N Dry Going ahead Bicycle Other motor vehicle 0 V2 S Dry Turning left Automobile, station Cyclist
25 2013-11-10 Sun 16:08 Rain Daylight Rear end Non-fatal V1 S Wet Slowing or Automobile, station Other motor vehicle 0 V2 S Wet Slowing or Automobile, station Other motor vehicle V3 S Wet Stopped Automobile, station Other motor vehicle
26 2013-11-17 Sun 11:30 Rain Daylight Rear end P.D. only V1 S Wet Going ahead Passenger van Other motor vehicle 0 V2 S Wet Stopped Automobile, station Other motor vehicle
27 2013-12-03 Tue 20:15 Clear Dark Rear end P.D. only V1 E Dry Going ahead Pick-up truck Other motor vehicle 0 V2 E Dry Stopped Automobile, station Other motor vehicle
28 2013-12-03 Tue 12:15 Clear Daylight Rear end P.D. only V1 N Dry Turning right Passenger van Other motor vehicle 0 V2 N Dry Turning right Passenger van Other motor vehicle
29 2013-12-06 Fri 08:35 Clear Daylight Sideswipe P.D. only V1 N Dry Changing lanes Automobile, station Other motor vehicle 0 V2 N Dry Turning left Automobile, station Other motor vehicle
30 2013-12-26 Thu 13:38 Unknow Daylight Turning P.D. only V1 N Unknown Turning left Automobile, station Other motor vehicle 0 V2 S Unknown Going ahead Automobile, station Other motor vehicle (Note: Time of Day = "00:00" represents unknown collision time Thursday, April 06, 2017 Page 2 of 4 Collision Main Detail Summary OnTRAC Reporting System FROM: 2013-01-01 TO: 2014-01-01 JOCKVALE RD & STRANDHERD DR Former Municipality: Nepean Traffic Control: Traffic signal Number of Collisions: 6 IMPACT SURFACE VEHICLE No. DATE DAY TIME ENV LIGHT TYPE CLASS DIR COND'N MANOEUVRE VEHICLE TYPE FIRST EVENT PED 31 2013-04-17 We 16:05 Clear Daylight Turning P.D. only V1 E Dry Turning left Pick-up truck Other motor vehicle 0 V2 W Dry Going ahead Automobile, station Other motor vehicle
32 2013-05-24 Fri 14:00 Clear Daylight Turning P.D. only V1 W Dry Turning left Pick-up truck Other motor vehicle 0 V2 E Dry Turning right Automobile, station Other motor vehicle 33 2013-09-09 Mo 11:44 Clear Daylight Single vehicle Non-fatal V1 S Dry Turning right Automobile, station Pedestrian 1
34 2013-09-09 Mo 18:41 Clear Daylight Turning P.D. only V1 N Dry Turning left Automobile, station Cyclist 0 V2 S Dry Going ahead Bicycle Other motor vehicle . 35 2013-09-11 We 20:31 Clear Dark Turning P.D. only V1 E Dry Turning left Automobile, station Other motor vehicle 0 V2 W Dry Going ahead Automobile, station Other motor vehicle
36 2013-10-19 Sat 12:30 Clear Daylight Rear end P.D. only V1 N Dry Turning right Pick-up truck Other motor vehicle 0 V2 N Dry Turning right Automobile, station Other motor vehicle STRANDHERD DR, CEDARVIEW RD to JOCKVALE RD Former Municipality: Nepean Traffic Control: No control Number of Collisions: 3 IMPACT SURFACE VEHICLE No. DATE DAY TIME ENV LIGHT TYPE CLASS DIR COND'N MANOEUVRE VEHICLE TYPE FIRST EVENT PED 37 2013-05-07 Tue 12:19 Clear Daylight Rear end P.D. only V1 W Dry Going ahead Pick-up truck Other motor vehicle 0 V2 W Dry Slowing or Automobile, station Other motor vehicle V3 W Dry Stopped Automobile, station Other motor vehicle
38 2013-05-14 Tue 15:57 Clear Daylight Rear end P.D. only V1 W Dry Going ahead Automobile, station Other motor vehicle 0 V2 W Dry Going ahead Automobile, station Other motor vehicle 39 2013-06-07 Fri 10:30 Rain Daylight Turning P.D. only V1 W Wet Going ahead Automobile, station Other motor vehicle 0 V2 W Wet Making U-Turn Pick-up truck Other motor vehicle STRANDHERD DR, GREENBANK RD to STRANDHERD DR Former Municipality: Nepean Traffic Control: No control Number of Collisions: 2 IMPACT SURFACE VEHICLE No. DATE DAY TIME ENV LIGHT TYPE CLASS DIR COND'N MANOEUVRE VEHICLE TYPE FIRST EVENT PED 40 2013-02-06 We 17:56 Clear Dark Rear end P.D. only V1 E Dry Going ahead Automobile, station Other motor vehicle 0 V2 E Dry Slowing or Passenger van Other motor vehicle COMMENTS: EXACT LOCATION UNKNOWN 41 2013-07-30 Tue 13:07 Clear Daylight Angle Non-fatal V1 W Dry Going ahead Bicycle Other motor vehicle 0 V2 N Dry Changing lanes Automobile, station Cyclist COMMENTS: EXACT LOCATION UNKNOWN
(Note: Time of Day = "00:00" represents unknown collision time Thursday, April 06, 2017 Page 3 of 4 Collision Main Detail Summary OnTRAC Reporting System FROM: 2013-01-01 TO: 2014-01-01
STRANDHERD DR, MCKENNA CASEY DR to TEMPORARY Former Municipality: Nepean Traffic Control: Traffic gate Number of Collisions: 3 IMPACT SURFACE VEHICLE No. DATE DAY TIME ENV LIGHT TYPE CLASS DIR COND'N MANOEUVRE VEHICLE TYPE FIRST EVENT PED 42 2013-02-05 Tue 09:58 Clear Daylight Single vehicle P.D. only V1 E Dry Going ahead Automobile, station Other Fixed Objects 0
43 2013-07-08 Mo 19:27 Clear Daylight Rear end P.D. only V1 N Dry Going ahead Automobile, station Other motor vehicle 0 V2 N Unknown Stopped Automobile, station Other motor vehicle 44 2013-08-22 Thu 15:32 Rain Daylight Single vehicle P.D. only V1 N Wet Reversing Truck - dump Other Fixed Objects 0
KENNEVALE DR & STRANDHERD Former Municipality: Nepean Traffic Control: Traffic Signal Number of Collisions: 6 IMPACT SURFACE VEHICLE No. DATE DAY TIME ENV LIGHT TYPE CLASS DIR COND'N MANOEUVRE VEHICLE TYPE FIRST EVENT PED
45 2013-02-19 Tue 18:08 Snow Dark Turning Non-fatal V1 S Loose snow Turning left Automobile, station Other motor vehicle V2 N Loose snow Going ahead Passenger van Other motor vehicle
46 2013-07-08 Mo 12:56 Clear Daylight Angle Non-fatal V1 S Dry Turning left Automobile, station Other motor vehicle 0 V2 W Dry Stopped Pick-up truck Other motor vehicle
47 2013-08-04 Sun 10:35 Clear Daylight Rear end P.D. only V1 W Dry Going ahead Pick-up truck Other motor vehicle 0 V2 W Dry Stopped Pick-up truck Other motor vehicle
48 2013-08-05 Mo 16:36 Clear Daylight Rear end P.D. only V1 S Dry Going ahead Pick-up truck Other motor vehicle 0 V2 S Dry Slowing or Pick-up truck Other motor vehicle
49 2013-11-24 Sun 09:29 Clear Daylight Rear end P.D. only V1 W Dry Slowing or Automobile, station Other motor vehicle 0 V2 W Dry Slowing or Pick-up truck Other motor vehicle
50 2013-10-26 Sat 19:10 Clear Dark Rear end P.D. only V1 E Wet Slowing or Passenger van Other motor vehicle 0 V2 E Wet Stopped Automobile, station Other motor vehicle
FRASER FIELDS WAY & STRANDHERD Former Municipality: Nepean Traffic Control: Traffic Signal Number of Collisions: 1 IMPACT SURFACE VEHICLE No. DATE DAY TIME ENV LIGHT TYPE CLASS DIR COND'N MANOEUVRE VEHICLE TYPE FIRST EVENT PED
51 2013-08-23 Fri 18:18 Clear Daylight Angle Non-fatal V1 S Dry Turning right Automobile, station Other motor vehicle 0 V2 W Dry Going ahead Pick-up truck Other motor vehicle
(Note: Time of Day = "00:00" represents unknown collision time Thursday, April 06, 2017 Page 4 of 4
Appendix E Background Growth
Road/Road 8 hrs
North Leg South Leg East Leg West Leg Year Date Total SB NB NB SB WB EB EB WB 2013 Friday May 10 305 307 1 1 5255 4797 4620 5076 20362 2017 Thurs May 25 285 317 1 1 6142 5791 5666 5986 24189 2018 Thurs Jan 18 241 257 1 1 5389 5033 4927 5267 21116
Counts % Change Year North Leg NB SB NB+SB INT NB SB NB+SB INT 2013 307 305 612 20362 2017 317 285 602 24189 3.3% -6.6% -1.6% 18.8% 2018 257 241 498 21116 -18.9% -15.4% -17.3% -12.7%
Regression Estimate 2013 313 309 622 Regression Estimate 2018 281 256 537 Average Annual Change -2.14% -3.69% -2.90%
Counts % Change Year West Leg EB WB EB+WB INT EB WB EB+WB INT 2013 4620 5076 9696 20362 2017 5666 5986 11652 24189 22.6% 17.9% 20.2% 18.8% 2018 4927 5267 10194 21116 -13.0% -12.0% -12.5% -12.7%
Regression Estimate 2013 4715 5166 9881 Regression Estimate 2018 5308 5628 10936 Average Annual Change 2.40% 1.73% 2.05%
Counts % Change Year East Leg EB WB EB+WB INT EB WB EB+WB INT 2013 4797 5255 10052 20362 2017 5791 6142 11933 24189 20.7% 16.9% 18.7% 18.8% 2018 5033 5389 10422 21116 -13.1% -12.3% -12.7% -12.7%
Regression Estimate 2013 4893 5348 10241 Regression Estimate 2018 5416 5760 11177 Average Annual Change 2.05% 1.50% 1.76%
Counts % Change Year South Leg NB SB NB+SB INT NB SB NB+SB INT 2013 1 1 2 20362 2017 1 1 2 24189 0.0% 0.0% 0.0% 18.8% 2018 1 1 2 21116 0.0% 0.0% 0.0% -12.7%
Regression Estimate 2013 1 1 2 Regression Estimate 2018 1 1 2 Average Annual Change 0.00% 0.00% 0.00% Road/Road AM Peak
North Leg South Leg East Leg West Leg Year Date Total SB NB NB SB WB EB EB WB 2013 Friday May 10 71 25 1 1 954 549 499 950 3050 2017 Thurs May 25 63 28 1 1 833 674 636 830 3066 2018 Thurs Jan 18 47 20 1 1 780 581 550 776 2756
Counts % Change Year North Leg NB SB NB+SB INT NB SB NB+SB INT 2013 25 71 96 3050 2017 28 63 91 3066 12.0% -11.3% -5.2% 0.5% 2018 20 47 67 2756 -28.6% -25.4% -26.4% -10.1%
Regression Estimate 2013 26 72 98 Regression Estimate 2018 23 52 76 Average Annual Change -2.02% -6.27% -5.07%
Counts % Change Year West Leg EB WB EB+WB INT EB WB EB+WB INT 2013 499 950 1449 3050 2017 636 830 1466 3066 27.5% -12.6% 1.2% 0.5% 2018 550 776 1326 2756 -13.5% -6.5% -9.5% -10.1%
Regression Estimate 2013 510 952 1463 Regression Estimate 2018 596 785 1381 Average Annual Change 3.14% -3.79% -1.14%
Counts % Change Year East Leg EB WB EB+WB INT EB WB EB+WB INT 2013 549 954 1503 3050 2017 674 833 1507 3066 22.8% -12.7% 0.3% 0.5% 2018 581 780 1361 2756 -13.8% -6.4% -9.7% -10.1%
Regression Estimate 2013 561 956 1517 Regression Estimate 2018 628 789 1417 Average Annual Change 2.30% -3.78% -1.35%
Counts % Change Year South Leg NB SB NB+SB INT NB SB NB+SB INT 2013 1 1 2 3050 2017 1 1 2 3066 0.0% 0.0% 0.0% 0.5% 2018 1 1 2 2756 0.0% 0.0% 0.0% -10.1%
Regression Estimate 2013 1 1 2 Regression Estimate 2018 1 1 2 Average Annual Change 0.00% 0.00% 0.00% Road/Road PM Peak
North Leg South Leg East Leg West Leg Year Date Total SB NB NB SB WB EB EB WB 2013 Friday May 10 31 48 1 1 645 937 916 607 3186 2017 Thurs May 25 25 52 1 1 884 861 851 847 3522 2018 Thurs Jan 18 26 69 1 1 770 793 790 724 3174
Counts % Change Year North Leg NB SB NB+SB INT NB SB NB+SB INT 2013 48 31 79 3186 2017 52 25 77 3522 8.3% -19.4% -2.5% 10.5% 2018 69 26 95 3174 32.7% 4.0% 23.4% -9.9%
Regression Estimate 2013 46 31 77 Regression Estimate 2018 63 25 88 Average Annual Change 6.24% -4.03% 2.63%
Counts % Change Year West Leg EB WB EB+WB INT EB WB EB+WB INT 2013 916 607 1523 3186 2017 851 847 1698 3522 -7.1% 39.5% 11.5% 10.5% 2018 790 724 1514 3174 -7.2% -14.5% -10.8% -9.9%
Regression Estimate 2013 920 624 1545 Regression Estimate 2018 807 794 1601 Average Annual Change -2.59% 4.91% 0.72%
Counts % Change Year East Leg EB WB EB+WB INT EB WB EB+WB INT 2013 937 645 1582 3186 2017 861 884 1745 3522 -8.1% 37.1% 10.3% 10.5% 2018 793 770 1563 3174 -7.9% -12.9% -10.4% -9.9%
Regression Estimate 2013 942 662 1603 Regression Estimate 2018 812 836 1648 Average Annual Change -2.93% 4.80% 0.55%
Counts % Change Year South Leg NB SB NB+SB INT NB SB NB+SB INT 2013 1 1 2 3186 2017 1 1 2 3522 0.0% 0.0% 0.0% 10.5% 2018 1 1 2 3174 0.0% 0.0% 0.0% -9.9%
Regression Estimate 2013 1 1 2 Regression Estimate 2018 1 1 2 Average Annual Change 0.00% 0.00% 0.00%
Appendix F Synchro Capacity Analysis: Projected Background 2020 Operations
Lanes, Volumes, Timings 2020 Background AM 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 594 0 0 903 16 0 0 0 35 0 12 Future Volume (vph) 4 594 0 0 903 16 0 0 0 35 0 12 Satd. Flow (prot) 1595 1679 0 0 1728 1401 0 0 1745 0 1560 0 Flt Permitted 0.950 0.964 Satd. Flow (perm) 1595 1679 0 0 1728 1401 0 0 1745 0 1560 0 Lane Group Flow (vph) 4 594 0 0 903 16 0000470 Sign Control Free Free Stop Stop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15
Parsons Synchro 10 Report HCM Unsignalized Intersection Capacity Analysis 2020 Background AM 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 594 0 0 903 16 0 0 0 35 0 12 Future Volume (Veh/h) 4 594 0 0 903 16 0 0 0 35 0 12 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 4 594 0 0 903 16 0 0 0 35 0 12 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 919 594 1517 1521 594 1505 1505 903 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 919 594 1517 1521 594 1505 1505 903 tC, single (s) 4.2 4.1 7.1 6.5 6.2 7.2 6.5 6.2 tC, 2 stage (s) tF (s) 2.3 2.2 3.5 4.0 3.3 3.6 4.0 3.3 p0 queue free % 99 100 100 100 100 64 100 96 cM capacity (veh/h) 726 982 94 118 505 97 120 333 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 4 594 903 16 0 47 Volume Left 4000035 Volume Right 0 0 0 16 0 12 cSH 726 1700 1700 1700 1700 118 Volume to Capacity 0.01 0.35 0.53 0.01 0.00 0.40 Queue Length 95th (m) 0.1 0.0 0.0 0.0 0.0 12.7 Control Delay (s) 10.0 0.0 0.0 0.0 0.0 54.4 Lane LOS A A F Approach Delay (s) 0.1 0.0 0.0 54.4 Approach LOS A F Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background AM 2: Andora Avenue & Strandherd Drive 07/22/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 624 6 28 909 10 62 Future Volume (vph) 624 6 28 909 10 62 Satd. Flow (prot) 1647 0 1658 1695 1393 0 Flt Permitted 0.396 0.993 Satd. Flow (perm) 1647 0 691 1695 1392 0 Satd. Flow (RTOR) 1 62 Lane Group Flow (vph) 630 0 28 909 72 0 Turn Type NA Perm NA Perm Protected Phases 2 6 Permitted Phases 6 8 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 70.0 70.0 70.0 30.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 81.0 81.0 81.0 11.6 Actuated g/C Ratio 0.81 0.81 0.81 0.12 v/c Ratio 0.47 0.05 0.66 0.33 Control Delay 5.8 3.8 9.1 16.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 5.8 3.8 9.1 16.9 LOS A A A B Approach Delay 5.8 8.9 16.9 Approach LOS A A B Queue Length 50th (m) 34.0 1.0 65.7 1.8 Queue Length 95th (m) 76.2 4.1 152.1 13.3 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 1333 559 1372 383 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.47 0.05 0.66 0.19 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 (60%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background AM 2: Andora Avenue & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 0.66 Intersection Signal Delay: 8.1 Intersection LOS: A Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background AM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 81 529 114 4 867 52 369 51 18 69 23 120 Future Volume (vph) 81 529 114 4 867 52 369 51 18 69 23 120 Satd. Flow (prot) 1595 1571 0 1658 1710 0 1566 1584 0 1580 1505 0 Flt Permitted 0.061 0.375 0.637 0.712 Satd. Flow (perm) 102 1571 0 654 1710 0 1050 1584 0 1184 1505 0 Satd. Flow (RTOR) 16 3 15 120 Lane Group Flow (vph) 81 643 0 4 919 0 369 69 0 69 143 0 Turn Type pm+pt NA Perm NA Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2684 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 56.4 26.8 26.8 26.8 26.8 Total Split (s) 22.0 79.0 57.0 57.0 41.0 41.0 41.0 41.0 Total Split (%) 18.3% 65.8% 47.5% 47.5% 34.2% 34.2% 34.2% 34.2% Yellow Time (s) 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) 72.6 72.6 60.4 60.4 35.2 35.2 35.2 35.2 Actuated g/C Ratio 0.60 0.60 0.50 0.50 0.29 0.29 0.29 0.29 v/c Ratio 0.49 0.67 0.01 1.07 1.20 0.15 0.20 0.27 Control Delay 25.2 19.7 17.5 80.6 154.2 25.8 33.8 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.2 19.7 17.5 80.6 154.2 25.8 33.8 9.6 LOS CB BF FC CA Approach Delay 20.3 80.3 134.0 17.5 Approach LOS C F F B Queue Length 50th (m) 7.5 92.5 0.5 ~247.1 ~105.4 9.3 12.2 3.9 Queue Length 95th (m) 20.3 133.7 2.6 #335.7 #163.7 20.7 24.3 19.0 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 75.0 35.0 Base Capacity (vph) 255 956 329 862 308 475 347 526 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.67 0.01 1.07 1.20 0.15 0.20 0.27 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 145 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background AM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 1.20 Intersection Signal Delay: 65.8 Intersection LOS: E Intersection Capacity Utilization 107.2% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background PM 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 975 0 0 802 54 0 0 0 18 0 8 Future Volume (vph) 15 975 0 0 802 54 0 0 0 18 0 8 Satd. Flow (prot) 1595 1679 0 0 1728 1401 0 0 1745 0 1555 0 Flt Permitted 0.950 0.967 Satd. Flow (perm) 1595 1679 0 0 1728 1401 0 0 1745 0 1555 0 Lane Group Flow (vph) 15 975 0 0 802 54 0000260 Sign Control Free Free Stop Stop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15
Parsons Synchro 10 Report HCM Unsignalized Intersection Capacity Analysis 2020 Background PM 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 975 0 0 802 54 0 0 0 18 0 8 Future Volume (Veh/h) 15 975 0 0 802 54 0 0 0 18 0 8 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 15 975 0 0 802 54 0 0 0 18 0 8 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 856 975 1815 1861 975 1807 1807 802 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 856 975 1815 1861 975 1807 1807 802 tC, single (s) 4.2 4.1 7.1 6.5 6.2 7.2 6.5 6.2 tC, 2 stage (s) tF (s) 2.3 2.2 3.5 4.0 3.3 3.6 4.0 3.3 p0 queue free % 98 100 100 100 100 69 100 98 cM capacity (veh/h) 767 707 58 72 305 58 77 381 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 15 975 802 54 0 26 Volume Left 15 000018 Volume Right 0 0 0 54 0 8 cSH 767 1700 1700 1700 1700 79 Volume to Capacity 0.02 0.57 0.47 0.03 0.00 0.33 Queue Length 95th (m) 0.5 0.0 0.0 0.0 0.0 9.4 Control Delay (s) 9.8 0.0 0.0 0.0 0.0 71.4 Lane LOS A A F Approach Delay (s) 0.1 0.0 0.0 71.4 Approach LOS A F Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background PM 2: Andora Avenue & Strandherd Drive 07/22/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 984 10 92 846 12 36 Future Volume (vph) 984 10 92 846 12 36 Satd. Flow (prot) 1647 0 1658 1695 1448 0 Flt Permitted 0.244 0.988 Satd. Flow (perm) 1647 0 426 1695 1444 0 Satd. Flow (RTOR) 1 36 Lane Group Flow (vph) 994 0 92 846 48 0 Turn Type NA Perm NA Perm Protected Phases 2 6 Permitted Phases 6 8 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 70.0 70.0 70.0 30.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 86.9 86.9 86.9 10.0 Actuated g/C Ratio 0.87 0.87 0.87 0.10 v/c Ratio 0.69 0.25 0.57 0.27 Control Delay 7.9 4.5 5.4 22.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.9 4.5 5.4 22.8 LOS A A A C Approach Delay 7.9 5.3 22.8 Approach LOS A A C Queue Length 50th (m) 83.8 3.9 56.5 2.2 Queue Length 95th (m) 137.0 9.2 85.6 12.7 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 1432 370 1473 376 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.69 0.25 0.57 0.13 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 (60%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background PM 2: Andora Avenue & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 0.69 Intersection Signal Delay: 7.0 Intersection LOS: A Intersection Capacity Utilization 88.4% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background PM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 922 358 17 731 65 198 34 24 52 49 89 Future Volume (vph) 116 922 358 17 731 65 198 34 24 52 49 89 Satd. Flow (prot) 1595 1513 0 1658 1701 0 1566 1497 0 1580 1567 0 Flt Permitted 0.211 0.036 0.559 0.719 Satd. Flow (perm) 354 1513 0 63 1701 0 921 1497 0 1196 1567 0 Satd. Flow (RTOR) 29 4 18 47 Lane Group Flow (vph) 116 1280 0 17 796 0 198 58 0 52 138 0 Turn Type pm+pt NA Perm NA Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2684 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 56.4 26.8 26.8 26.8 26.8 Total Split (s) 32.0 134.0 102.0 102.0 41.0 41.0 41.0 41.0 Total Split (%) 18.3% 76.6% 58.3% 58.3% 23.4% 23.4% 23.4% 23.4% Yellow Time (s) 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) 127.6 127.6 112.0 112.0 35.2 35.2 35.2 35.2 Actuated g/C Ratio 0.73 0.73 0.64 0.64 0.20 0.20 0.20 0.20 v/c Ratio 0.36 1.15 0.42 0.73 1.07 0.18 0.22 0.39 Control Delay 10.1 103.2 54.8 26.5 148.9 42.3 61.3 43.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.1 103.2 54.8 26.5 148.9 42.3 61.3 43.1 LOS B F D C F D E D Approach Delay 95.5 27.1 124.8 48.1 Approach LOS F C F D Queue Length 50th (m) 11.0 ~521.7 2.8 179.2 ~76.1 11.6 15.4 27.5 Queue Length 95th (m) 17.3 #603.6 #16.8 241.1 #130.3 25.9 29.2 49.9 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 75.0 35.0 Base Capacity (vph) 439 1111 40 1089 185 315 240 352 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.26 1.15 0.42 0.73 1.07 0.18 0.22 0.39 Intersection Summary Cycle Length: 175 Actuated Cycle Length: 175 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 145 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background PM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 1.15 Intersection Signal Delay: 74.0 Intersection LOS: E Intersection Capacity Utilization 123.0% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background School 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 857 0 0 798 32 0 0 0 22 0 10 Future Volume (vph) 8 857 0 0 798 32 0 0 0 22 0 10 Satd. Flow (prot) 1595 1679 0 0 1728 1401 0 0 1745 0 1555 0 Flt Permitted 0.950 0.967 Satd. Flow (perm) 1595 1679 0 0 1728 1401 0 0 1745 0 1555 0 Lane Group Flow (vph) 8 857 0 0 798 32 0000320 Sign Control Free Free Stop Stop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period (min) 15
Parsons Synchro 10 Report HCM Unsignalized Intersection Capacity Analysis 2020 Background School 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 857 0 0 798 32 0 0 0 22 0 10 Future Volume (Veh/h) 8 857 0 0 798 32 0 0 0 22 0 10 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 8 857 0 0 798 32 0 0 0 22 0 10 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 830 857 1681 1703 857 1671 1671 798 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 830 857 1681 1703 857 1671 1671 798 tC, single (s) 4.2 4.1 7.1 6.5 6.2 7.2 6.5 6.2 tC, 2 stage (s) tF (s) 2.3 2.2 3.5 4.0 3.3 3.6 4.0 3.3 p0 queue free % 99 100 100 100 100 70 100 97 cM capacity (veh/h) 785 783 72 91 357 74 95 383 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 8 857 798 32 0 32 Volume Left 8000022 Volume Right 0 0 0 32 0 10 cSH 785 1700 1700 1700 1700 98 Volume to Capacity 0.01 0.50 0.47 0.02 0.00 0.33 Queue Length 95th (m) 0.2 0.0 0.0 0.0 0.0 9.5 Control Delay (s) 9.6 0.0 0.0 0.0 0.0 58.3 Lane LOS A A F Approach Delay (s) 0.1 0.0 0.0 58.3 Approach LOS A F Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period (min) 15
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background School 2: Andora Avenue & Strandherd Drive 07/22/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 872 4 14 792 8 18 Future Volume (vph) 872 4 14 792 8 18 Satd. Flow (prot) 1647 0 1658 1695 1498 0 Flt Permitted 0.302 0.985 Satd. Flow (perm) 1647 0 527 1695 1498 0 Satd. Flow (RTOR) 18 Lane Group Flow (vph) 876 0 14 792 26 0 Turn Type NA Perm NA Perm Protected Phases 2 6 Permitted Phases 6 8 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 70.0 70.0 70.0 30.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 91.3 91.3 91.3 10.0 Actuated g/C Ratio 0.91 0.91 0.91 0.10 v/c Ratio 0.58 0.03 0.51 0.16 Control Delay 4.8 2.2 3.8 24.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 4.8 2.2 3.8 24.9 LOS A A A C Approach Delay 4.8 3.8 24.9 Approach LOS A A C Queue Length 50th (m) 0.0 0.0 0.0 1.4 Queue Length 95th (m) 97.3 1.7 74.5 9.2 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 1503 481 1547 376 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.58 0.03 0.51 0.07 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 (60%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background School 2: Andora Avenue & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 0.58 Intersection Signal Delay: 4.6 Intersection LOS: A Intersection Capacity Utilization 66.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background School 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 768 246 12 686 90 162 32 6 82 48 94 Future Volume (vph) 120 768 246 12 686 90 162 32 6 82 48 94 Satd. Flow (prot) 1595 1535 0 1658 1689 0 1566 1645 0 1580 1562 0 Flt Permitted 0.208 0.197 0.566 0.732 Satd. Flow (perm) 349 1535 0 344 1689 0 933 1645 0 1218 1562 0 Satd. Flow (RTOR) 24 7 6 64 Lane Group Flow (vph) 120 1014 0 12 776 0 162 38 0 82 142 0 Turn Type pm+pt NA Perm NA Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2684 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 56.4 26.8 26.8 26.8 26.8 Total Split (s) 22.0 104.0 82.0 82.0 41.0 41.0 41.0 41.0 Total Split (%) 15.2% 71.7% 56.6% 56.6% 28.3% 28.3% 28.3% 28.3% Yellow Time (s) 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) 104.8 104.8 89.4 89.4 28.0 28.0 28.0 28.0 Actuated g/C Ratio 0.72 0.72 0.62 0.62 0.19 0.19 0.19 0.19 v/c Ratio 0.36 0.91 0.06 0.74 0.90 0.12 0.35 0.40 Control Delay 10.2 30.8 15.2 27.1 101.6 40.1 52.9 29.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.2 30.8 15.2 27.1 101.6 40.1 52.9 29.4 LOS BC BC FD DC Approach Delay 28.6 26.9 89.9 38.0 Approach LOS C C F D Queue Length 50th (m) 9.7 217.4 1.3 151.9 45.5 7.6 20.4 19.0 Queue Length 95th (m) 18.7 #372.2 5.1 243.0 #74.9 17.0 34.7 37.7 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 75.0 35.0 Base Capacity (vph) 386 1116 212 1043 226 403 295 427 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.91 0.06 0.74 0.72 0.09 0.28 0.33 Intersection Summary Cycle Length: 145 Actuated Cycle Length: 145 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 95 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Background School 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 0.91 Intersection Signal Delay: 34.1 Intersection LOS: C Intersection Capacity Utilization 105.4% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report
Appendix G Synchro Capacity Analysis: Projected Background 2025 Operations
Lanes, Volumes, Timings 2025 Background AM 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive 07/30/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 691 6 5 1004 16 26 10 19 35 10 12 Future Volume (vph) 4 691 6 5 1004 16 26 10 19 35 10 12 Satd. Flow (prot) 1595 3191 1483 1658 3283 1401 3216 1574 0 1580 1585 0 Flt Permitted 0.228 0.357 0.950 0.704 Satd. Flow (perm) 383 3191 1483 623 3283 1401 3216 1574 0 1171 1585 0 Satd. Flow (RTOR) 165 165 19 12 Lane Group Flow (vph) 4 691 6 5 1004 16 26 29 0 35 22 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 6 Detector Phase 74438852 16 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 10.2 35.1 35.1 10.2 36.3 36.3 9.7 35.4 20.0 35.4 Total Split (s) 10.2 54.4 54.4 10.2 54.4 54.4 9.7 35.4 20.0 45.7 Total Split (%) 8.5% 45.3% 45.3% 8.5% 45.3% 45.3% 8.1% 29.5% 16.7% 38.1% Yellow Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 3.3 3.3 3.3 3.3 All-Red Time (s) 1.0 2.9 2.9 1.0 2.9 2.9 1.0 4.1 1.0 4.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.2 7.1 7.1 5.2 7.1 7.1 4.3 7.4 4.3 7.4 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min C-Min None None None Min Act Effct Green (s) 78.3 75.2 75.2 78.3 75.2 75.2 6.0 20.7 29.7 21.7 Actuated g/C Ratio 0.65 0.63 0.63 0.65 0.63 0.63 0.05 0.17 0.25 0.18 v/c Ratio 0.01 0.35 0.01 0.01 0.49 0.02 0.16 0.10 0.11 0.07 Control Delay 10.5 10.3 0.0 6.6 12.7 0.1 56.9 20.2 28.3 21.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.5 10.3 0.0 6.6 12.7 0.1 56.9 20.2 28.3 21.9 LOS BBAABAEC CC Approach Delay 10.2 12.4 37.6 25.8 Approach LOS B B D C Queue Length 50th (m) 0.4 32.2 0.0 0.5 75.8 0.0 3.0 1.9 5.5 1.8 Queue Length 95th (m) m0.8 35.2 m0.0 m0.3 122.4 m0.0 7.8 9.6 12.2 8.2 Internal Link Dist (m) 274.4 400.0 409.2 184.4 Turn Bay Length (m) 100.0 30.0 30.0 30.0 75.0 35.0 Base Capacity (vph) 307 1998 990 455 2056 939 161 381 367 514 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.01 0.35 0.01 0.01 0.49 0.02 0.16 0.08 0.10 0.04 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.49 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background AM 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive 07/30/2019 Intersection Signal Delay: 12.8 Intersection LOS: B Intersection Capacity Utilization 50.1% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background AM 2: Andora Avenue & Strandherd Drive 07/30/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 743 6 28 1015 10 62 Future Volume (vph) 743 6 28 1015 10 62 Satd. Flow (prot) 3129 0 1658 3221 1441 0 Flt Permitted 0.364 0.993 Satd. Flow (perm) 3129 0 635 3221 1440 0 Satd. Flow (RTOR) 1 62 Lane Group Flow (vph) 749 0 28 1015 72 0 Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 34.6 Total Split (s) 81.0 81.0 81.0 39.0 Total Split (%) 67.5% 67.5% 67.5% 32.5% Yellow Time (s) 4.2 4.2 4.2 3.0 All-Red Time (s) 1.8 1.8 1.8 3.6 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.6 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 98.3 98.3 98.3 13.6 Actuated g/C Ratio 0.82 0.82 0.82 0.11 v/c Ratio 0.29 0.05 0.38 0.33 Control Delay 10.0 4.8 5.0 17.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.0 4.8 5.0 17.6 LOS A A A B Approach Delay 10.0 5.0 17.6 Approach LOS A A B Queue Length 50th (m) 49.3 1.0 27.3 2.2 Queue Length 95th (m) 76.4 5.6 70.8 13.6 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 2563 520 2639 434 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.29 0.05 0.38 0.17 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.38 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background AM 2: Andora Avenue & Strandherd Drive 07/30/2019 Intersection Signal Delay: 7.5 Intersection LOS: A Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background AM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/30/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 81 625 114 4 991 52 369 51 18 69 23 120 Future Volume (vph) 81 625 114 4 991 52 369 51 18 69 23 120 Satd. Flow (prot) 1595 3191 1164 1658 3283 1401 3038 1745 1210 1580 1505 0 Flt Permitted 0.175 0.415 0.950 0.724 Satd. Flow (perm) 294 3191 1164 724 3283 1401 3038 1745 1210 1204 1505 0 Satd. Flow (RTOR) 114 140 79 120 Lane Group Flow (vph) 81 625 114 4 991 52 369 51 18 69 143 0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Perm Perm NA Protected Phases 5 2 6 3 8 4 Permitted Phases 2 2 6 6 8 4 Detector Phase 52266638844 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 38.4 38.4 38.4 11.6 37.6 37.6 37.6 37.6 Total Split (s) 11.4 58.4 58.4 47.0 47.0 47.0 24.0 61.6 61.6 37.6 37.6 Total Split (%) 9.5% 48.7% 48.7% 39.2% 39.2% 39.2% 20.0% 51.3% 51.3% 31.3% 31.3% Yellow Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 1.0 2.3 2.3 1.8 1.8 1.8 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.2 6.5 6.5 6.0 6.0 6.0 6.6 6.6 6.6 6.6 6.6 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min C-Min C-Min C-Min None None None None None Act Effct Green (s) 70.9 69.6 69.6 58.9 58.9 58.9 17.7 37.3 37.3 13.0 13.0 Actuated g/C Ratio 0.59 0.58 0.58 0.49 0.49 0.49 0.15 0.31 0.31 0.11 0.11 v/c Ratio 0.31 0.34 0.16 0.01 0.61 0.07 0.82 0.09 0.04 0.53 0.53 Control Delay 14.6 14.3 2.9 32.8 28.0 6.3 65.7 28.5 0.2 64.8 19.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 14.3 2.9 32.8 28.0 6.3 65.7 28.5 0.2 64.8 19.8 LOS BBACCAECAEB Approach Delay 12.7 26.9 58.6 34.5 Approach LOS B C E C Queue Length 50th (m) 8.1 40.0 0.0 0.3 43.5 0.0 42.7 8.3 0.0 15.7 5.0 Queue Length 95th (m) 16.2 54.8 8.3 m1.8 137.6 9.2 #67.6 16.8 0.0 29.6 23.5 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 110.0 100.0 40.0 100.0 100.0 35.0 Base Capacity (vph) 263 1851 723 355 1612 759 459 799 597 311 477 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.31 0.34 0.16 0.01 0.61 0.07 0.80 0.06 0.03 0.22 0.30 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background AM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/30/2019 Intersection Signal Delay: 28.5 Intersection LOS: C Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background PM 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive 07/30/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 1086 25 18 918 54 14 10 10 18 10 8 Future Volume (vph) 15 1086 25 18 918 54 14 10 10 18 10 8 Satd. Flow (prot) 1595 3191 1483 1658 3283 1401 3216 1614 0 1580 1614 0 Flt Permitted 0.261 0.202 0.950 0.716 Satd. Flow (perm) 438 3191 1483 353 3283 1401 3216 1614 0 1191 1614 0 Satd. Flow (RTOR) 165 165 10 8 Lane Group Flow (vph) 15 1086 25 18 918 54 14 20 0 18 18 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 6 Detector Phase 74438852 16 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 10.2 35.1 35.1 10.2 36.3 36.3 9.7 35.4 20.0 35.4 Total Split (s) 10.2 54.4 54.4 10.2 54.4 54.4 9.7 35.4 20.0 45.7 Total Split (%) 8.5% 45.3% 45.3% 8.5% 45.3% 45.3% 8.1% 29.5% 16.7% 38.1% Yellow Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 3.3 3.3 3.3 3.3 All-Red Time (s) 1.0 2.9 2.9 1.0 2.9 2.9 1.0 4.1 1.0 4.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.2 7.1 7.1 5.2 7.1 7.1 4.3 7.4 4.3 7.4 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min C-Min None None None Min Act Effct Green (s) 80.1 75.6 75.6 80.2 75.6 75.6 5.6 20.5 27.4 21.3 Actuated g/C Ratio 0.67 0.63 0.63 0.67 0.63 0.63 0.05 0.17 0.23 0.18 v/c Ratio 0.04 0.54 0.03 0.06 0.44 0.06 0.09 0.07 0.06 0.06 Control Delay 8.8 11.0 0.0 7.4 12.2 0.4 56.4 24.7 28.8 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.8 11.0 0.0 7.4 12.2 0.4 56.4 24.7 28.8 25.0 LOS ABAABAEC CC Approach Delay 10.7 11.5 37.7 26.9 Approach LOS B B D C Queue Length 50th (m) 1.0 52.9 0.0 0.7 21.8 0.0 1.6 1.8 3.2 1.8 Queue Length 95th (m) m2.1 56.2 m0.0 m2.0 107.9 0.0 5.1 8.2 7.7 7.6 Internal Link Dist (m) 274.4 400.0 409.2 184.4 Turn Bay Length (m) 100.0 30.0 30.0 30.0 75.0 35.0 Base Capacity (vph) 350 2009 994 301 2068 943 149 384 341 520 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.04 0.54 0.03 0.06 0.44 0.06 0.09 0.05 0.05 0.03 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.54 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background PM 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive 07/30/2019 Intersection Signal Delay: 11.8 Intersection LOS: B Intersection Capacity Utilization 52.1% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background PM 2: Andora Avenue & Strandherd Drive 07/30/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1105 10 92 985 12 36 Future Volume (vph) 1105 10 92 985 12 36 Satd. Flow (prot) 3130 0 1658 3221 1470 0 Flt Permitted 0.240 0.988 Satd. Flow (perm) 3130 0 419 3221 1468 0 Satd. Flow (RTOR) 1 36 Lane Group Flow (vph) 1115 0 92 985 48 0 Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 34.6 Total Split (s) 84.0 84.0 84.0 36.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Yellow Time (s) 4.2 4.2 4.2 3.0 All-Red Time (s) 1.8 1.8 1.8 3.6 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.6 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 98.3 98.3 98.3 13.6 Actuated g/C Ratio 0.82 0.82 0.82 0.11 v/c Ratio 0.43 0.27 0.37 0.24 Control Delay 10.9 7.4 4.9 21.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.9 7.4 4.9 21.6 LOS B A A C Approach Delay 10.9 5.1 21.6 Approach LOS B A C Queue Length 50th (m) 58.7 4.1 26.2 2.7 Queue Length 95th (m) 76.1 18.9 68.0 12.0 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 2564 343 2639 387 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.43 0.27 0.37 0.12 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.43 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background PM 2: Andora Avenue & Strandherd Drive 07/30/2019 Intersection Signal Delay: 8.3 Intersection LOS: A Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background PM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/30/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 1053 358 17 854 65 198 34 24 52 49 89 Future Volume (vph) 116 1053 358 17 854 65 198 34 24 52 49 89 Satd. Flow (prot) 1595 3191 1164 1658 3283 1401 3038 1745 1210 1580 1567 0 Flt Permitted 0.240 0.272 0.950 0.735 Satd. Flow (perm) 403 3191 1164 475 3283 1401 3038 1745 1210 1223 1567 0 Satd. Flow (RTOR) 358 140 79 73 Lane Group Flow (vph) 116 1053 358 17 854 65 198 34 24 52 138 0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Perm Perm NA Protected Phases 5 2 6 3 8 4 Permitted Phases 2 2 6 6 8 4 Detector Phase 52266638844 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 38.4 38.4 38.4 11.6 37.6 37.6 37.6 37.6 Total Split (s) 15.0 63.4 63.4 48.4 48.4 48.4 19.0 56.6 56.6 37.6 37.6 Total Split (%) 12.5% 52.8% 52.8% 40.3% 40.3% 40.3% 15.8% 47.2% 47.2% 31.3% 31.3% Yellow Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 1.0 2.3 2.3 1.8 1.8 1.8 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.2 6.5 6.5 6.0 6.0 6.0 6.6 6.6 6.6 6.6 6.6 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min C-Min C-Min C-Min None None None None None Act Effct Green (s) 77.1 75.8 75.8 62.1 62.1 62.1 12.3 31.1 31.1 12.2 12.2 Actuated g/C Ratio 0.64 0.63 0.63 0.52 0.52 0.52 0.10 0.26 0.26 0.10 0.10 v/c Ratio 0.33 0.52 0.41 0.07 0.50 0.08 0.64 0.08 0.06 0.42 0.62 Control Delay 11.7 13.9 2.7 37.9 33.2 11.2 61.4 32.2 0.3 60.1 36.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.7 13.9 2.7 37.9 33.2 11.2 61.4 32.2 0.3 60.1 36.9 LOS BBADCBECAED Approach Delay 11.1 31.7 51.8 43.3 Approach LOS B C D D Queue Length 50th (m) 9.6 65.3 0.0 1.4 36.4 0.1 23.2 6.1 0.0 11.9 14.8 Queue Length 95th (m) 19.4 94.4 12.0 m8.1 113.6 12.1 35.7 13.4 0.0 23.5 33.9 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 110.0 100.0 40.0 100.0 100.0 35.0 Base Capacity (vph) 361 2016 867 245 1699 792 330 727 550 315 458 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.32 0.52 0.41 0.07 0.50 0.08 0.60 0.05 0.04 0.17 0.30 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background PM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/30/2019 Intersection Signal Delay: 23.4 Intersection LOS: C Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background School 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive 07/30/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 954 29 24 907 32 21 10 18 22 10 10 Future Volume (vph) 8 954 29 24 907 32 21 10 18 22 10 10 Satd. Flow (prot) 1595 3191 1483 1658 3283 1401 3216 1578 0 1580 1599 0 Flt Permitted 0.278 0.234 0.950 0.670 Satd. Flow (perm) 467 3191 1483 408 3283 1401 3216 1578 0 1115 1599 0 Satd. Flow (RTOR) 165 165 18 10 Lane Group Flow (vph) 8 954 29 24 907 32 21 28 0 22 20 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 6 Detector Phase 74438852 16 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 10.2 35.1 35.1 10.2 36.3 36.3 9.7 35.4 20.0 35.4 Total Split (s) 10.2 54.4 54.4 10.2 54.4 54.4 9.7 35.4 20.0 45.7 Total Split (%) 8.5% 45.3% 45.3% 8.5% 45.3% 45.3% 8.1% 29.5% 16.7% 38.1% Yellow Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 3.3 3.3 3.3 3.3 All-Red Time (s) 1.0 2.9 2.9 1.0 2.9 2.9 1.0 4.1 1.0 4.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.2 7.1 7.1 5.2 7.1 7.1 4.3 7.4 4.3 7.4 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min C-Min None None None Min Act Effct Green (s) 78.4 72.9 72.9 81.1 77.7 77.7 5.9 18.5 27.5 21.4 Actuated g/C Ratio 0.65 0.61 0.61 0.68 0.65 0.65 0.05 0.15 0.23 0.18 v/c Ratio 0.02 0.49 0.03 0.07 0.43 0.03 0.13 0.11 0.08 0.07 Control Delay 9.0 11.5 0.1 6.1 10.7 0.2 56.6 21.4 29.1 23.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.0 11.5 0.1 6.1 10.7 0.2 56.6 21.4 29.1 23.6 LOS ABAABAEC CC Approach Delay 11.1 10.2 36.4 26.5 Approach LOS B B D C Queue Length 50th (m) 0.5 43.3 0.0 0.8 50.6 0.0 2.4 2.1 3.9 1.8 Queue Length 95th (m) m1.2 51.9 m0.0 1.5 105.4 0.7 6.7 9.4 9.0 8.0 Internal Link Dist (m) 274.4 400.0 409.2 184.4 Turn Bay Length (m) 100.0 30.0 30.0 30.0 75.0 35.0 Base Capacity (vph) 359 1937 965 340 2125 965 158 382 336 517 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.02 0.49 0.03 0.07 0.43 0.03 0.13 0.07 0.07 0.04 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.49 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background School 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive 07/30/2019 Intersection Signal Delay: 11.6 Intersection LOS: B Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background School 2: Andora Avenue & Strandherd Drive 07/30/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 988 4 14 924 8 18 Future Volume (vph) 988 4 14 924 8 18 Satd. Flow (prot) 3129 0 1658 3221 1498 0 Flt Permitted 0.280 0.985 Satd. Flow (perm) 3129 0 489 3221 1498 0 Satd. Flow (RTOR) 1 18 Lane Group Flow (vph) 992 0 14 924 26 0 Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 34.6 Total Split (s) 84.0 84.0 84.0 36.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Yellow Time (s) 4.2 4.2 4.2 3.0 All-Red Time (s) 1.8 1.8 1.8 3.6 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.6 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 102.8 102.8 102.8 13.6 Actuated g/C Ratio 0.86 0.86 0.86 0.11 v/c Ratio 0.37 0.03 0.33 0.14 Control Delay 10.8 4.9 4.2 24.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.8 4.9 4.2 24.3 LOS B A A C Approach Delay 10.8 4.2 24.3 Approach LOS B A C Queue Length 50th (m) 56.1 0.5 23.8 1.8 Queue Length 95th (m) 92.2 3.4 62.3 8.8 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 2681 419 2760 380 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.37 0.03 0.33 0.07 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.37 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background School 2: Andora Avenue & Strandherd Drive 07/30/2019 Intersection Signal Delay: 7.8 Intersection LOS: A Intersection Capacity Utilization 47.8% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background School 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/30/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 885 246 12 803 90 162 32 6 82 48 94 Future Volume (vph) 120 885 246 12 803 90 162 32 6 82 48 94 Satd. Flow (prot) 1595 3191 1164 1658 3283 1401 3038 1745 1210 1580 1562 0 Flt Permitted 0.257 0.321 0.950 0.736 Satd. Flow (perm) 432 3191 1164 560 3283 1401 3038 1745 1210 1224 1562 0 Satd. Flow (RTOR) 246 140 79 80 Lane Group Flow (vph) 120 885 246 12 803 90 162 32 6 82 142 0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Perm Perm NA Protected Phases 5 2 6 3 8 4 Permitted Phases 2 2 6 6 8 4 Detector Phase 52266638844 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 38.4 38.4 38.4 11.6 37.6 37.6 37.6 37.6 Total Split (s) 16.2 63.8 63.8 47.6 47.6 47.6 18.2 56.2 56.2 38.0 38.0 Total Split (%) 13.5% 53.2% 53.2% 39.7% 39.7% 39.7% 15.2% 46.8% 46.8% 31.7% 31.7% Yellow Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 1.0 2.3 2.3 1.8 1.8 1.8 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.2 6.5 6.5 6.0 6.0 6.0 6.6 6.6 6.6 6.6 6.6 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min C-Min C-Min C-Min None None None None None Act Effct Green (s) 76.4 75.1 75.1 61.2 61.2 61.2 11.2 31.8 31.8 13.9 13.9 Actuated g/C Ratio 0.64 0.63 0.63 0.51 0.51 0.51 0.09 0.26 0.26 0.12 0.12 v/c Ratio 0.33 0.44 0.30 0.04 0.48 0.12 0.57 0.07 0.02 0.58 0.56 Control Delay 12.2 13.2 2.5 34.5 28.8 10.7 60.0 30.9 0.0 65.5 31.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.2 13.2 2.5 34.5 28.8 10.7 60.0 30.9 0.0 65.5 31.3 LOS BBACCBECAEC Approach Delay 11.0 27.1 53.6 43.8 Approach LOS B C D D Queue Length 50th (m) 10.3 52.7 0.0 1.1 36.8 0.0 19.0 5.7 0.0 18.7 13.7 Queue Length 95th (m) 21.2 78.7 10.9 m6.2 111.8 19.9 29.8 12.4 0.0 33.6 32.4 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 110.0 100.0 40.0 100.0 100.0 35.0 Base Capacity (vph) 384 1998 820 285 1673 782 307 721 546 320 467 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.31 0.44 0.30 0.04 0.48 0.12 0.53 0.04 0.01 0.26 0.30 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.58 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Background School 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/30/2019 Intersection Signal Delay: 22.8 Intersection LOS: C Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report
Appendix H Synchro Capacity Analysis: Projected Total 2020 Operations
Lanes, Volumes, Timings 2020 Projected AM 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 594 83 0 946 16 0 0 43 35 0 12 Future Volume (vph) 4 594 83 0 946 16 0 0 43 35 0 12 Satd. Flow (prot) 1595 1657 0 0 1728 1401 0 0 1510 0 1560 0 Flt Permitted 0.950 0.964 Satd. Flow (perm) 1595 1657 0 0 1728 1401 0 0 1510 0 1560 0 Lane Group Flow (vph) 4 677 0 0 946 16 0 0 43 0 47 0 Sign Control Free Free Stop Stop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15
Parsons Synchro 10 Report HCM Unsignalized Intersection Capacity Analysis 2020 Projected AM 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 594 83 0 946 16 0 0 43 35 0 12 Future Volume (Veh/h) 4 594 83 0 946 16 0 0 43 35 0 12 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 4 594 83 0 946 16 0 0 43 35 0 12 Pedestrians 34 22 22 3 Lane Width (m) 3.5 3.5 3.5 3.5 Walking Speed (m/s) 1.0 1.0 1.0 1.0 Percent Blockage 3220 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 965 699 1658 1630 680 1616 1656 983 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 965 699 1658 1630 680 1616 1656 983 tC, single (s) 4.2 4.1 7.1 6.5 6.2 7.2 6.5 6.2 tC, 2 stage (s) tF (s) 2.3 2.2 3.5 4.0 3.3 3.6 4.0 3.3 p0 queue free % 99 100 100 100 90 50 100 96 cM capacity (veh/h) 696 878 69 99 432 70 95 288 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 4 677 946 16 43 47 Volume Left 4000035 Volume Right 0 83 0 16 43 12 cSH 696 1700 1700 1700 432 86 Volume to Capacity 0.01 0.40 0.56 0.01 0.10 0.54 Queue Length 95th (m) 0.1 0.0 0.0 0.0 2.5 18.3 Control Delay (s) 10.2 0.0 0.0 0.0 14.2 88.2 Lane LOS B B F Approach Delay (s) 0.1 0.0 14.2 88.2 Approach LOS B F Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected AM 2: Andora Avenue & Strandherd Drive 07/22/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 667 6 111 909 53 62 Future Volume (vph) 667 6 111 909 53 62 Satd. Flow (prot) 1647 0 1658 1695 1443 0 Flt Permitted 0.367 0.977 Satd. Flow (perm) 1647 0 640 1695 1439 0 Satd. Flow (RTOR) 1 56 Lane Group Flow (vph) 673 0 111 909 115 0 Turn Type NA Perm NA Perm Protected Phases 2 6 Permitted Phases 6 8 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 70.0 70.0 70.0 30.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 76.7 76.7 76.7 11.5 Actuated g/C Ratio 0.77 0.77 0.77 0.12 v/c Ratio 0.53 0.23 0.70 0.53 Control Delay 6.8 4.9 10.0 31.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 6.8 4.9 10.0 31.9 LOS A A A C Approach Delay 6.8 9.4 31.9 Approach LOS A A C Queue Length 50th (m) 38.0 4.5 65.7 10.9 Queue Length 95th (m) 76.5 12.5 136.1 26.7 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 1263 490 1300 390 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.53 0.23 0.70 0.29 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 (60%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected AM 2: Andora Avenue & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 0.70 Intersection Signal Delay: 9.9 Intersection LOS: A Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected AM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 81 612 114 4 910 52 369 51 18 69 23 120 Future Volume (vph) 81 612 114 4 910 52 369 51 18 69 23 120 Satd. Flow (prot) 1595 1583 0 1658 1710 0 1566 1584 0 1580 1505 0 Flt Permitted 0.061 0.309 0.637 0.712 Satd. Flow (perm) 102 1583 0 539 1710 0 1050 1584 0 1184 1505 0 Satd. Flow (RTOR) 14 3 15 120 Lane Group Flow (vph) 81 726 0 4 962 0 369 69 0 69 143 0 Turn Type pm+pt NA Perm NA Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2684 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 56.4 23.8 23.8 26.8 26.8 Total Split (s) 22.0 79.0 57.0 57.0 41.0 41.0 41.0 41.0 Total Split (%) 18.3% 65.8% 47.5% 47.5% 34.2% 34.2% 34.2% 34.2% Yellow Time (s) 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) 72.6 72.6 60.4 60.4 35.2 35.2 35.2 35.2 Actuated g/C Ratio 0.60 0.60 0.50 0.50 0.29 0.29 0.29 0.29 v/c Ratio 0.49 0.75 0.01 1.12 1.20 0.15 0.20 0.27 Control Delay 25.2 23.1 17.5 97.9 154.2 25.8 33.8 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.2 23.1 17.5 97.9 154.2 25.8 33.8 9.6 LOS C C B F F C C A Approach Delay 23.3 97.6 134.0 17.5 Approach LOS C F F B Queue Length 50th (m) 7.5 114.7 0.5 ~268.5 ~105.4 9.3 12.2 3.9 Queue Length 95th (m) 20.3 166.6 2.6 #357.6 #163.7 20.7 24.3 19.0 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 75.0 35.0 Base Capacity (vph) 255 963 271 862 308 475 347 526 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.75 0.01 1.12 1.20 0.15 0.20 0.27 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 145 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected AM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 1.20 Intersection Signal Delay: 72.4 Intersection LOS: E Intersection Capacity Utilization 109.6% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected PM 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 975 37 0 842 54 0 0 40 18 0 8 Future Volume (vph) 15 975 37 0 842 54 0 0 40 18 0 8 Satd. Flow (prot) 1595 1673 0 0 1728 1401 0 0 1510 0 1555 0 Flt Permitted 0.950 0.967 Satd. Flow (perm) 1595 1673 0 0 1728 1401 0 0 1510 0 1555 0 Lane Group Flow (vph) 15 1012 0 0 842 54 0 0 40 0 26 0 Sign Control Free Free Stop Stop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 82.9% ICU Level of Service E Analysis Period (min) 15
Parsons Synchro 10 Report HCM Unsignalized Intersection Capacity Analysis 2020 Projected PM 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 975 37 0 842 54 0 0 40 18 0 8 Future Volume (Veh/h) 15 975 37 0 842 54 0 0 40 18 0 8 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 15 975 37 0 842 54 0 0 40 18 0 8 Pedestrians 22 15 15 2 Lane Width (m) 3.5 3.5 3.5 3.5 Walking Speed (m/s) 1.2 1.2 1.2 1.2 Percent Blockage 2110 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 898 1027 1910 1936 1024 1904 1901 866 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 898 1027 1910 1936 1024 1904 1901 866 tC, single (s) 4.2 4.1 7.1 6.5 6.2 7.2 6.5 6.2 tC, 2 stage (s) tF (s) 2.3 2.2 3.5 4.0 3.3 3.6 4.0 3.3 p0 queue free % 98 100 100 100 86 57 100 98 cM capacity (veh/h) 739 668 48 63 279 42 67 343 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 15 1012 842 54 40 26 Volume Left 15 000018 Volume Right 0 37 0 54 40 8 cSH 739 1700 1700 1700 279 57 Volume to Capacity 0.02 0.60 0.50 0.03 0.14 0.46 Queue Length 95th (m) 0.5 0.0 0.0 0.0 3.8 13.2 Control Delay (s) 10.0 0.0 0.0 0.0 20.0 112.6 Lane LOS A C F Approach Delay (s) 0.1 0.0 20.0 112.6 Approach LOS C F Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 82.9% ICU Level of Service E Analysis Period (min) 15
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected PM 2: Andora Avenue & Strandherd Drive 07/22/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1024 10 129 846 52 36 Future Volume (vph) 1024 10 129 846 52 36 Satd. Flow (prot) 1647 0 1658 1695 1485 0 Flt Permitted 0.210 0.971 Satd. Flow (perm) 1647 0 366 1695 1475 0 Satd. Flow (RTOR) 1 33 Lane Group Flow (vph) 1034 0 129 846 88 0 Turn Type NA Perm NA Perm Protected Phases 2 6 Permitted Phases 6 8 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 70.0 70.0 70.0 30.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 81.5 81.5 81.5 11.1 Actuated g/C Ratio 0.82 0.82 0.82 0.11 v/c Ratio 0.77 0.43 0.61 0.46 Control Delay 12.2 9.7 7.4 35.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 12.2 9.7 7.4 35.0 LOS B A A D Approach Delay 12.2 7.7 35.0 Approach LOS B A D Queue Length 50th (m) 92.8 6.7 56.5 10.2 Queue Length 95th (m) 195.4 22.5 107.8 24.2 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 1342 298 1381 381 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.77 0.43 0.61 0.23 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 (60%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected PM 2: Andora Avenue & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 0.77 Intersection Signal Delay: 11.0 Intersection LOS: B Intersection Capacity Utilization 90.6% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected PM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 959 358 17 771 65 198 34 24 52 49 89 Future Volume (vph) 116 959 358 17 771 65 198 34 24 52 49 89 Satd. Flow (prot) 1595 1517 0 1658 1701 0 1566 1497 0 1580 1567 0 Flt Permitted 0.189 0.036 0.559 0.719 Satd. Flow (perm) 317 1517 0 63 1701 0 921 1497 0 1196 1567 0 Satd. Flow (RTOR) 28 4 18 47 Lane Group Flow (vph) 116 1317 0 17 836 0 198 58 0 52 138 0 Turn Type pm+pt NA Perm NA Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2684 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 56.4 23.8 23.8 26.8 26.8 Total Split (s) 32.0 134.0 102.0 102.0 41.0 41.0 41.0 41.0 Total Split (%) 18.3% 76.6% 58.3% 58.3% 23.4% 23.4% 23.4% 23.4% Yellow Time (s) 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) 127.6 127.6 112.0 112.0 35.2 35.2 35.2 35.2 Actuated g/C Ratio 0.73 0.73 0.64 0.64 0.20 0.20 0.20 0.20 v/c Ratio 0.39 1.18 0.42 0.77 1.07 0.18 0.22 0.39 Control Delay 10.8 116.2 54.8 28.5 148.9 42.3 61.3 43.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.8 116.2 54.8 28.5 148.9 42.3 61.3 43.1 LOS B F D C F D E D Approach Delay 107.6 29.0 124.8 48.1 Approach LOS F C F D Queue Length 50th (m) 11.0 ~547.9 2.8 196.7 ~76.1 11.6 15.4 27.5 Queue Length 95th (m) 17.3 #629.7 #16.8 266.0 #130.3 25.9 29.2 49.9 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 75.0 35.0 Base Capacity (vph) 418 1113 40 1089 185 315 240 352 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.28 1.18 0.42 0.77 1.07 0.18 0.22 0.39 Intersection Summary Cycle Length: 175 Actuated Cycle Length: 175 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 145 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected PM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 1.18 Intersection Signal Delay: 80.5 Intersection LOS: F Intersection Capacity Utilization 125.0% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected School 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 857 28 0 853 32 0 0 55 22 0 10 Future Volume (vph) 8 857 28 0 853 32 0 0 55 22 0 10 Satd. Flow (prot) 1595 1673 0 0 1728 1401 0 0 1510 0 1555 0 Flt Permitted 0.950 0.967 Satd. Flow (perm) 1595 1673 0 0 1728 1401 0 0 1510 0 1555 0 Lane Group Flow (vph) 8 885 0 0 853 32 0 0 55 0 32 0 Sign Control Free Free Stop Stop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 75.9% ICU Level of Service D Analysis Period (min) 15
Parsons Synchro 10 Report HCM Unsignalized Intersection Capacity Analysis 2020 Projected School 1: Strandherd Drive & Fraser Fields Way 07/22/2019
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 857 28 0 853 32 0 0 55 22 0 10 Future Volume (Veh/h) 8 857 28 0 853 32 0 0 55 22 0 10 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 8 857 28 0 853 32 0 0 55 22 0 10 Pedestrians 21 14 14 2 Lane Width (m) 3.5 3.5 3.5 3.5 Walking Speed (m/s) 1.0 1.0 1.0 1.0 Percent Blockage 2110 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 887 899 1785 1788 899 1797 1770 876 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 887 899 1785 1788 899 1797 1770 876 tC, single (s) 4.2 4.1 7.1 6.5 6.2 7.2 6.5 6.2 tC, 2 stage (s) tF (s) 2.3 2.2 3.5 4.0 3.3 3.6 4.0 3.3 p0 queue free % 99 100 100 100 83 55 100 97 cM capacity (veh/h) 745 745 58 79 328 48 81 337 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 8 885 853 32 55 32 Volume Left 8000022 Volume Right 0 28 0 32 55 10 cSH 745 1700 1700 1700 328 66 Volume to Capacity 0.01 0.52 0.50 0.02 0.17 0.48 Queue Length 95th (m) 0.2 0.0 0.0 0.0 4.5 14.7 Control Delay (s) 9.9 0.0 0.0 0.0 18.2 102.4 Lane LOS A C F Approach Delay (s) 0.1 0.0 18.2 102.4 Approach LOS C F Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 75.9% ICU Level of Service D Analysis Period (min) 15
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected School 2: Andora Avenue & Strandherd Drive 07/22/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 927 4 42 792 63 18 Future Volume (vph) 927 4 42 792 63 18 Satd. Flow (prot) 1647 0 1658 1695 1519 0 Flt Permitted 0.254 0.963 Satd. Flow (perm) 1647 0 443 1695 1519 0 Satd. Flow (RTOR) 14 Lane Group Flow (vph) 931 0 42 792 81 0 Turn Type NA Perm NA Perm Protected Phases 2 6 Permitted Phases 6 8 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 70.0 70.0 70.0 30.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 81.4 81.4 81.4 11.2 Actuated g/C Ratio 0.81 0.81 0.81 0.11 v/c Ratio 0.69 0.12 0.57 0.45 Control Delay 9.5 4.1 6.8 42.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 9.5 4.1 6.8 42.1 LOS A A A D Approach Delay 9.5 6.6 42.1 Approach LOS A A D Queue Length 50th (m) 71.4 1.6 49.7 12.4 Queue Length 95th (m) 144.1 5.2 94.8 25.8 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 1340 360 1379 378 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.69 0.12 0.57 0.21 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 (60%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected School 2: Andora Avenue & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 0.69 Intersection Signal Delay: 9.6 Intersection LOS: A Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected School 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 796 246 12 741 90 162 32 6 82 48 94 Future Volume (vph) 120 796 246 12 741 90 162 32 6 82 48 94 Satd. Flow (prot) 1595 1538 0 1658 1692 0 1566 1645 0 1580 1562 0 Flt Permitted 0.176 0.182 0.566 0.732 Satd. Flow (perm) 296 1538 0 318 1692 0 933 1645 0 1218 1562 0 Satd. Flow (RTOR) 23 6 6 64 Lane Group Flow (vph) 120 1042 0 12 831 0 162 38 0 82 142 0 Turn Type pm+pt NA Perm NA Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2684 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 56.4 23.8 23.8 26.8 26.8 Total Split (s) 22.0 104.0 82.0 82.0 41.0 41.0 41.0 41.0 Total Split (%) 15.2% 71.7% 56.6% 56.6% 28.3% 28.3% 28.3% 28.3% Yellow Time (s) 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) 104.8 104.8 89.1 89.1 28.0 28.0 28.0 28.0 Actuated g/C Ratio 0.72 0.72 0.61 0.61 0.19 0.19 0.19 0.19 v/c Ratio 0.40 0.93 0.06 0.80 0.90 0.12 0.35 0.40 Control Delay 11.1 34.0 15.8 30.2 101.6 40.1 52.9 29.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.1 34.0 15.8 30.2 101.6 40.1 52.9 29.4 LOS BC BC FD DC Approach Delay 31.6 30.0 89.9 38.0 Approach LOS C C F D Queue Length 50th (m) 9.7 235.5 1.3 173.2 45.5 7.6 20.4 19.0 Queue Length 95th (m) 18.7 #388.7 5.3 #300.5 #74.9 17.0 34.7 37.7 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 75.0 35.0 Base Capacity (vph) 353 1117 195 1041 226 403 295 427 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.93 0.06 0.80 0.72 0.09 0.28 0.33 Intersection Summary Cycle Length: 145 Actuated Cycle Length: 145 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 95 Control Type: Actuated-Coordinated
Parsons Synchro 10 Report Lanes, Volumes, Timings 2020 Projected School 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/22/2019 Maximum v/c Ratio: 0.93 Intersection Signal Delay: 36.5 Intersection LOS: D Intersection Capacity Utilization 106.9% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report
Appendix I Synchro Capacity Analysis: Projected Total 2025 Operations
Lanes, Volumes, Timings 2025 Projected AM 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive 07/30/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 691 89 88 1004 16 69 10 62 35 10 12 Future Volume (vph) 4 691 89 88 1004 16 69 10 62 35 10 12 Satd. Flow (prot) 1595 3191 1483 1658 3283 1401 3216 1462 0 1580 1531 0 Flt Permitted 0.285 0.325 0.950 0.710 Satd. Flow (perm) 478 3191 1347 559 3283 1359 2951 1462 0 1149 1531 0 Satd. Flow (RTOR) 158 115 62 12 Lane Group Flow (vph) 4 691 89 88 1004 16 69 72 0 35 22 0 Turn Type Perm NA Perm pm+pt NA Perm Prot NA pm+pt NA Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 6 Detector Phase 44438852 16 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 24.3 24.3 24.3 8.7 24.3 24.3 8.7 30.3 20.0 30.3 Total Split (s) 54.0 54.0 54.0 14.0 68.0 68.0 13.0 32.0 20.0 39.0 Total Split (%) 45.0% 45.0% 45.0% 11.7% 56.7% 56.7% 10.8% 26.7% 16.7% 32.5% Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 All-Red Time (s) 2.6 2.6 2.6 1.0 2.6 2.6 1.0 2.6 1.0 2.6 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 4.7 6.3 6.3 4.7 6.3 4.7 6.3 Lead/Lag Lag Lag Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min None C-Min C-Min None None None None Act Effct Green (s) 70.0 70.0 70.0 84.2 83.9 83.9 8.0 19.4 24.2 16.6 Actuated g/C Ratio 0.58 0.58 0.58 0.70 0.70 0.70 0.07 0.16 0.20 0.14 v/c Ratio 0.01 0.37 0.10 0.19 0.44 0.02 0.32 0.25 0.14 0.10 Control Delay 19.0 15.3 0.6 7.1 9.2 0.0 57.0 14.5 30.7 25.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.0 15.3 0.6 7.1 9.2 0.0 57.0 14.5 30.7 25.5 LOS BBAAAAEB CC Approach Delay 13.7 8.9 35.3 28.7 Approach LOS B A D C Queue Length 50th (m) 0.5 40.3 0.0 5.6 69.6 0.0 8.1 1.9 5.7 1.9 Queue Length 95th (m) m1.2 45.2 0.0 6.7 63.4 m0.0 15.3 14.1 12.9 9.0 Internal Link Dist (m) 274.4 400.0 409.2 184.4 Turn Bay Length (m) 100.0 30.0 30.0 30.0 75.0 35.0 Base Capacity (vph) 278 1860 851 479 2294 984 234 361 345 425 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.01 0.37 0.10 0.18 0.44 0.02 0.29 0.20 0.10 0.05 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.44 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected AM 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive 07/30/2019 Intersection Signal Delay: 13.0 Intersection LOS: B Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected AM 2: Andora Avenue & Strandherd Drive 07/30/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 786 6 28 1098 10 62 Future Volume (vph) 786 6 28 1098 10 62 Satd. Flow (prot) 3129 0 1658 3221 1423 0 Flt Permitted 0.351 0.993 Satd. Flow (perm) 3129 0 613 3221 1422 0 Satd. Flow (RTOR) 1 62 Lane Group Flow (vph) 792 0 28 1098 72 0 Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 89.0 89.0 89.0 31.0 Total Split (%) 74.2% 74.2% 74.2% 25.8% Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 101.0 101.0 101.0 11.6 Actuated g/C Ratio 0.84 0.84 0.84 0.10 v/c Ratio 0.30 0.05 0.41 0.37 Control Delay 6.9 3.2 3.8 20.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 6.9 3.2 3.8 20.6 LOS A A A C Approach Delay 6.9 3.8 20.6 Approach LOS A A C Queue Length 50th (m) 45.4 1.0 29.3 2.2 Queue Length 95th (m) 61.0 3.9 54.5 15.1 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 2632 515 2709 347 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.30 0.05 0.41 0.21 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.41 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected AM 2: Andora Avenue & Strandherd Drive 07/30/2019 Intersection Signal Delay: 5.6 Intersection LOS: A Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected AM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/30/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 81 708 114 4 1034 52 369 51 18 69 23 120 Future Volume (vph) 81 708 114 4 1034 52 369 51 18 69 23 120 Satd. Flow (prot) 1595 3191 1164 1658 3283 1401 3038 1745 1210 1580 1505 0 Flt Permitted 0.160 0.382 0.950 0.724 Satd. Flow (perm) 269 3191 1164 667 3283 1401 3038 1745 1210 1204 1505 0 Satd. Flow (RTOR) 114 120 89 111 Lane Group Flow (vph) 81 708 114 4 1034 52 369 51 18 69 143 0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Perm Perm NA Protected Phases 5 2 6 3 8 4 Permitted Phases 2 2 6 6 8 4 Detector Phase 52266638844 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 4.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 38.4 38.4 38.4 8.0 26.8 26.8 26.8 26.8 Total Split (s) 11.4 58.4 58.4 47.0 47.0 47.0 24.0 61.6 61.6 37.6 37.6 Total Split (%) 9.5% 48.7% 48.7% 39.2% 39.2% 39.2% 20.0% 51.3% 51.3% 31.3% 31.3% Yellow Time (s) 4.6 4.6 4.6 4.6 4.6 4.6 3.5 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 0.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 6.4 6.4 4.0 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min C-Min C-Min C-Min None None None None None Act Effct Green (s) 72.5 72.5 72.5 57.6 57.6 57.6 18.4 35.3 35.3 13.0 13.0 Actuated g/C Ratio 0.60 0.60 0.60 0.48 0.48 0.48 0.15 0.29 0.29 0.11 0.11 v/c Ratio 0.32 0.37 0.15 0.01 0.66 0.07 0.80 0.10 0.04 0.53 0.55 Control Delay 14.5 13.5 2.8 16.5 18.2 0.2 62.1 29.3 0.2 64.8 22.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.5 13.5 2.8 16.5 18.2 0.2 62.1 29.3 0.2 64.8 22.4 LOS BBABBAECAEC Approach Delay 12.2 17.4 55.7 36.2 Approach LOS B B E D Queue Length 50th (m) 7.6 42.5 0.0 0.3 37.8 0.2 43.0 8.7 0.0 15.7 7.0 Queue Length 95th (m) 16.4 62.3 8.2 m0.8 56.4 0.0 59.4 16.8 0.0 29.6 25.8 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 110.0 100.0 40.0 100.0 100.0 35.0 Base Capacity (vph) 256 1927 748 319 1574 734 506 811 610 319 480 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.32 0.37 0.15 0.01 0.66 0.07 0.73 0.06 0.03 0.22 0.30 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 95 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected AM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/30/2019 Intersection Signal Delay: 23.5 Intersection LOS: C Intersection Capacity Utilization 73.9% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected PM 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive 07/30/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 1086 62 55 918 54 54 10 50 18 10 8 Future Volume (vph) 15 1086 62 55 918 54 54 10 50 18 10 8 Satd. Flow (prot) 1595 3191 1483 1658 3283 1401 3216 1488 0 1580 1586 0 Flt Permitted 0.311 0.165 0.950 0.718 Satd. Flow (perm) 522 3191 1407 288 3283 1367 3068 1488 0 1175 1586 0 Satd. Flow (RTOR) 165 118 50 8 Lane Group Flow (vph) 15 1086 62 55 918 54 54 60 0 18 18 0 Turn Type Perm NA Perm pm+pt NA Perm Prot NA pm+pt NA Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 6 Detector Phase 44438852 16 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 35.1 35.1 35.1 10.2 36.3 36.3 9.7 35.4 20.0 35.4 Total Split (s) 54.4 54.4 54.4 10.2 64.6 64.6 9.8 35.4 20.0 45.6 Total Split (%) 45.3% 45.3% 45.3% 8.5% 53.8% 53.8% 8.2% 29.5% 16.7% 38.0% Yellow Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 3.3 3.3 3.3 3.3 All-Red Time (s) 2.9 2.9 2.9 1.0 2.9 2.9 1.0 4.1 1.0 4.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.1 7.1 7.1 5.2 7.1 7.1 4.3 7.4 4.3 7.4 Lead/Lag Lag Lag Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min None C-Min C-Min None None None Min Act Effct Green (s) 65.5 65.5 65.5 77.7 75.8 75.8 6.1 25.0 29.8 21.3 Actuated g/C Ratio 0.55 0.55 0.55 0.65 0.63 0.63 0.05 0.21 0.25 0.18 v/c Ratio 0.05 0.62 0.07 0.21 0.44 0.06 0.33 0.17 0.06 0.06 Control Delay 15.0 14.9 0.2 9.0 9.9 0.9 60.8 13.8 26.8 25.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.0 14.9 0.2 9.0 9.9 0.9 60.8 13.8 26.8 25.1 LOS BBAAAAEB CC Approach Delay 14.1 9.4 36.1 25.9 Approach LOS B A D C Queue Length 50th (m) 1.1 49.0 0.0 5.5 68.5 0.5 6.3 1.6 2.8 1.8 Queue Length 95th (m) m2.4 60.1 m0.2 5.2 28.8 0.0 13.1 12.7 7.7 7.6 Internal Link Dist (m) 274.4 400.0 409.2 184.4 Turn Bay Length (m) 100.0 30.0 30.0 30.0 75.0 35.0 Base Capacity (vph) 284 1742 843 268 2072 906 164 413 379 510 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.05 0.62 0.07 0.21 0.44 0.06 0.33 0.15 0.05 0.04 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.62 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected PM 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive 07/30/2019 Intersection Signal Delay: 13.3 Intersection LOS: B Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected PM 2: Andora Avenue & Strandherd Drive 07/30/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1145 10 92 1022 12 36 Future Volume (vph) 1145 10 92 1022 12 36 Satd. Flow (prot) 3130 0 1658 3221 1470 0 Flt Permitted 0.229 0.988 Satd. Flow (perm) 3130 0 400 3221 1468 0 Satd. Flow (RTOR) 1 36 Lane Group Flow (vph) 1155 0 92 1022 48 0 Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 34.6 Total Split (s) 85.0 85.0 85.0 35.0 Total Split (%) 70.8% 70.8% 70.8% 29.2% Yellow Time (s) 4.2 4.2 4.2 3.0 All-Red Time (s) 1.8 1.8 1.8 3.6 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.6 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 98.3 98.3 98.3 13.6 Actuated g/C Ratio 0.82 0.82 0.82 0.11 v/c Ratio 0.45 0.28 0.39 0.24 Control Delay 11.1 7.8 5.0 21.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 11.1 7.8 5.0 21.6 LOS B A A C Approach Delay 11.1 5.3 21.6 Approach LOS B A C Queue Length 50th (m) 77.1 4.2 27.7 2.7 Queue Length 95th (m) 70.9 19.5 71.5 12.0 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 2564 327 2639 375 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.45 0.28 0.39 0.13 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.45 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected PM 2: Andora Avenue & Strandherd Drive 07/30/2019 Intersection Signal Delay: 8.5 Intersection LOS: A Intersection Capacity Utilization 69.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected PM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/30/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 1090 358 17 894 65 198 34 24 52 49 89 Future Volume (vph) 116 1090 358 17 894 65 198 34 24 52 49 89 Satd. Flow (prot) 1595 3191 1164 1658 3283 1401 3038 1745 1210 1580 1567 0 Flt Permitted 0.225 0.262 0.950 0.735 Satd. Flow (perm) 378 3191 1164 457 3283 1401 3038 1745 1210 1223 1567 0 Satd. Flow (RTOR) 358 140 79 73 Lane Group Flow (vph) 116 1090 358 17 894 65 198 34 24 52 138 0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Perm Perm NA Protected Phases 5 2 6 3 8 4 Permitted Phases 2 2 6 6 8 4 Detector Phase 52266638844 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 38.4 38.4 38.4 11.6 37.6 37.6 37.6 37.6 Total Split (s) 14.0 63.4 63.4 49.4 49.4 49.4 19.0 56.6 56.6 37.6 37.6 Total Split (%) 11.7% 52.8% 52.8% 41.2% 41.2% 41.2% 15.8% 47.2% 47.2% 31.3% 31.3% Yellow Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 1.0 2.3 2.3 1.8 1.8 1.8 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.2 6.5 6.5 6.0 6.0 6.0 6.6 6.6 6.6 6.6 6.6 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min C-Min C-Min C-Min None None None None None Act Effct Green (s) 77.2 75.9 75.9 62.2 62.2 62.2 12.2 31.0 31.0 12.2 12.2 Actuated g/C Ratio 0.64 0.63 0.63 0.52 0.52 0.52 0.10 0.26 0.26 0.10 0.10 v/c Ratio 0.35 0.54 0.41 0.07 0.53 0.08 0.64 0.08 0.06 0.42 0.62 Control Delay 12.0 14.1 2.7 25.9 24.3 3.0 61.6 32.3 0.3 60.1 36.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.0 14.1 2.7 25.9 24.3 3.0 61.6 32.3 0.3 60.1 36.9 LOS BBACCAECAED Approach Delay 11.3 22.9 51.9 43.3 Approach LOS B C D D Queue Length 50th (m) 9.6 68.8 0.0 1.8 55.3 0.0 23.2 6.1 0.0 11.9 14.8 Queue Length 95th (m) 19.3 98.5 11.9 m5.9 83.8 3.4 35.8 13.4 0.0 23.5 33.9 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 110.0 100.0 40.0 100.0 100.0 35.0 Base Capacity (vph) 341 2017 867 236 1700 793 329 727 550 315 458 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.34 0.54 0.41 0.07 0.53 0.08 0.60 0.05 0.04 0.17 0.30 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected PM 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/30/2019 Intersection Signal Delay: 20.6 Intersection LOS: C Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected School 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive 07/30/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 954 57 52 907 32 76 10 73 22 10 10 Future Volume (vph) 8 954 57 52 907 32 76 10 73 22 10 10 Satd. Flow (prot) 1595 3191 1483 1658 3283 1401 3216 1475 0 1580 1568 0 Flt Permitted 0.314 0.207 0.950 0.703 Satd. Flow (perm) 527 3191 1410 360 3283 1367 3075 1475 0 1152 1568 0 Satd. Flow (RTOR) 165 118 73 10 Lane Group Flow (vph) 8 954 57 52 907 32 76 83 0 22 20 0 Turn Type Perm NA Perm pm+pt NA Perm Prot NA pm+pt NA Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 6 Detector Phase 44438852 16 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 35.1 35.1 35.1 10.2 36.3 36.3 9.7 35.4 20.0 35.4 Total Split (s) 53.6 53.6 53.6 11.0 64.6 64.6 11.2 35.4 20.0 44.2 Total Split (%) 44.7% 44.7% 44.7% 9.2% 53.8% 53.8% 9.3% 29.5% 16.7% 36.8% Yellow Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 3.3 3.3 3.3 3.3 All-Red Time (s) 2.9 2.9 2.9 1.0 2.9 2.9 1.0 4.1 1.0 4.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.1 7.1 7.1 5.2 7.1 7.1 4.3 7.4 4.3 7.4 Lead/Lag Lag Lag Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min None C-Min C-Min None None None Min Act Effct Green (s) 64.5 64.5 64.5 76.6 74.7 74.7 7.5 23.9 29.7 21.1 Actuated g/C Ratio 0.54 0.54 0.54 0.64 0.62 0.62 0.06 0.20 0.25 0.18 v/c Ratio 0.03 0.56 0.07 0.17 0.44 0.04 0.38 0.24 0.07 0.07 Control Delay 15.1 14.8 0.1 8.7 11.0 0.2 59.5 12.0 26.3 24.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.1 14.8 0.1 8.7 11.0 0.2 59.5 12.0 26.3 24.1 LOS BBAABAEB CC Approach Delay 14.0 10.5 34.7 25.3 Approach LOS B B C C Queue Length 50th (m) 0.6 50.2 0.0 5.3 68.1 0.0 8.9 1.8 3.3 1.8 Queue Length 95th (m) m1.4 54.8 0.0 3.5 21.0 0.0 17.0 14.6 9.0 8.1 Internal Link Dist (m) 274.4 400.0 409.2 184.4 Turn Bay Length (m) 100.0 30.0 30.0 30.0 75.0 35.0 Base Capacity (vph) 283 1714 834 307 2043 895 206 408 386 487 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.03 0.56 0.07 0.17 0.44 0.04 0.37 0.20 0.06 0.04 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.56 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected School 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive 07/30/2019 Intersection Signal Delay: 14.1 Intersection LOS: B Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: Chapman Mills Drive/Fraser Fields Way & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected School 2: Andora Avenue & Strandherd Drive 07/30/2019
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1043 4 14 952 8 18 Future Volume (vph) 1043 4 14 952 8 18 Satd. Flow (prot) 3129 0 1658 3221 1498 0 Flt Permitted 0.263 0.985 Satd. Flow (perm) 3129 0 459 3221 1498 0 Satd. Flow (RTOR) 1 18 Lane Group Flow (vph) 1047 0 14 952 26 0 Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 25.0 34.6 Total Split (s) 84.0 84.0 84.0 36.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Yellow Time (s) 4.2 4.2 4.2 3.0 All-Red Time (s) 1.8 1.8 1.8 3.6 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.6 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min C-Min None Act Effct Green (s) 102.8 102.8 102.8 13.6 Actuated g/C Ratio 0.86 0.86 0.86 0.11 v/c Ratio 0.39 0.04 0.34 0.14 Control Delay 10.7 4.9 4.3 24.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.7 4.9 4.3 24.3 LOS B A A C Approach Delay 10.7 4.3 24.3 Approach LOS B A C Queue Length 50th (m) 62.0 0.5 24.8 1.8 Queue Length 95th (m) 86.4 3.5 64.8 8.8 Internal Link Dist (m) 400.0 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 2681 393 2760 380 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.39 0.04 0.34 0.07 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.39 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected School 2: Andora Avenue & Strandherd Drive 07/30/2019 Intersection Signal Delay: 7.8 Intersection LOS: A Intersection Capacity Utilization 49.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 2: Andora Avenue & Strandherd Drive
Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected School 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/30/2019
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 913 246 12 858 90 162 32 6 82 48 94 Future Volume (vph) 120 913 246 12 858 90 162 32 6 82 48 94 Satd. Flow (prot) 1595 3191 1164 1658 3283 1401 3038 1745 1210 1580 1562 0 Flt Permitted 0.236 0.312 0.950 0.736 Satd. Flow (perm) 396 3191 1164 544 3283 1401 3038 1745 1210 1224 1562 0 Satd. Flow (RTOR) 246 140 79 79 Lane Group Flow (vph) 120 913 246 12 858 90 162 32 6 82 142 0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Perm Perm NA Protected Phases 5 2 6 3 8 4 Permitted Phases 2 2 6 6 8 4 Detector Phase 52266638844 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.4 56.4 56.4 38.4 38.4 38.4 11.6 37.6 37.6 37.6 37.6 Total Split (s) 16.0 64.4 64.4 48.4 48.4 48.4 18.0 55.6 55.6 37.6 37.6 Total Split (%) 13.3% 53.7% 53.7% 40.3% 40.3% 40.3% 15.0% 46.3% 46.3% 31.3% 31.3% Yellow Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 1.0 2.3 2.3 1.8 1.8 1.8 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.2 6.5 6.5 6.0 6.0 6.0 6.6 6.6 6.6 6.6 6.6 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min C-Min C-Min C-Min None None None None None Act Effct Green (s) 76.7 75.4 75.4 61.5 61.5 61.5 11.0 31.5 31.5 13.9 13.9 Actuated g/C Ratio 0.64 0.63 0.63 0.51 0.51 0.51 0.09 0.26 0.26 0.12 0.12 v/c Ratio 0.35 0.46 0.30 0.04 0.51 0.11 0.58 0.07 0.02 0.58 0.57 Control Delay 12.3 13.2 2.4 25.0 23.0 4.5 61.0 31.3 0.0 65.5 31.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.3 13.2 2.4 25.0 23.0 4.5 61.0 31.3 0.0 65.5 31.7 LOS BBACCAECAEC Approach Delay 11.0 21.3 54.4 44.1 Approach LOS B C D D Queue Length 50th (m) 10.3 55.1 0.0 1.2 46.8 0.0 19.0 5.7 0.0 18.7 14.0 Queue Length 95th (m) 20.6 79.6 10.6 m3.9 76.4 5.7 30.3 12.7 0.0 33.6 32.6 Internal Link Dist (m) 362.8 488.2 183.1 82.9 Turn Bay Length (m) 100.0 110.0 100.0 40.0 100.0 100.0 35.0 Base Capacity (vph) 364 2004 822 278 1681 785 299 712 540 316 462 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.33 0.46 0.30 0.04 0.51 0.11 0.54 0.04 0.01 0.26 0.31 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.58 Parsons Synchro 10 Report Lanes, Volumes, Timings 2025 Projected School 3: Borrisokane Road/Tartan Drive & Strandherd Drive 07/30/2019 Intersection Signal Delay: 20.8 Intersection LOS: C Intersection Capacity Utilization 73.1% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: Borrisokane Road/Tartan Drive & Strandherd Drive
Parsons Synchro 10 Report
Appendix J TDM Supportive Development Design and Infrastructure and TDM Measures Checklists
TDM-Supportive Development Design and Infrastructure Checklist City of Ottawa Version 1.0 (30 June 2017)
TDM-Supportive Development Design and Infrastructure Checklist: Non-Residential Developments (office, institutional, retail or industrial)
Legend
REQUIRED The Official Plan or Zoning By-law provides related guidance that must be followed BASIC The measure is generally feasible and effective, and in most cases would benefit the development and its users BETTER The measure could maximize support for users of sustainable modes, and optimize development performance
Check if completed & TDM-supportive design & infrastructure measures: add descriptions, explanations Non-residential developments or plan/drawing references
1. WALKING & CYCLING: ROUTES 1.1 Building location & access points BASIC 1.1.1 Locate building close to the street, and do not locate parking areas between the street and building entrances BASIC 1.1.2 Locate building entrances in order to minimize walking distances to sidewalks and transit stops/stations BASIC 1.1.3 Locate building doors and windows to ensure visibility of pedestrians from the building, for their security and comfort 1.2 Facilities for walking & cycling REQUIRED 1.2.1 Provide convenient, direct access to stations or major stops along rapid transit routes within 600 metres; minimize walking distances from buildings to rapid transit; provide pedestrian-friendly, weather-protected (where possible) environment between rapid transit accesses and building entrances; ensure quality linkages from sidewalks through building entrances to integrated stops/stations (see Official Plan policy 4.3.3) REQUIRED 1.2.2 Provide safe, direct and attractive pedestrian access from public sidewalks to building entrances through such measures as: reducing distances between public sidewalks and major building entrances; providing walkways from public streets to major building entrances; within a site, providing walkways along the front of adjoining buildings, between adjacent buildings, and connecting areas where people may congregate, such as courtyards and transit stops; and providing weather protection through canopies, colonnades, and other design elements wherever possible (see Official Plan policy 4.3.12)
5 TDM-Supportive Development Design and Infrastructure Checklist City of Ottawa Version 1.0 (30 June 2017)
Check if completed & TDM-supportive design & infrastructure measures: add descriptions, explanations Non-residential developments or plan/drawing references REQUIRED 1.2.3 Provide sidewalks of smooth, well-drained walking surfaces of contrasting materials or treatments to differentiate pedestrian areas from vehicle areas, and provide marked pedestrian crosswalks at intersection sidewalks (see Official Plan policy 4.3.10) REQUIRED 1.2.4 Make sidewalks and open space areas easily accessible through features such as gradual grade transition, depressed curbs at street corners and convenient access to extra-wide parking spaces and ramps (see Official Plan policy 4.3.10) REQUIRED 1.2.5 Include adequately spaced inter-block/street cycling and pedestrian connections to facilitate travel by active transportation. Provide links to the existing or planned network of public sidewalks, multi-use pathways and on- road cycle routes. Where public sidewalks and multi-use pathways intersect with roads, consider providing traffic control devices to give priority to cyclists and pedestrians (see Official Plan policy 4.3.11) BASIC 1.2.6 Provide safe, direct and attractive walking routes from building entrances to nearby transit stops BASIC 1.2.7 Ensure that walking routes to transit stops are secure, visible, lighted, shaded and wind-protected wherever possible BASIC 1.2.8 Design roads used for access or circulation by cyclists using a target operating speed of no more than 30 km/h, or provide a separated cycling facility 1.3 Amenities for walking & cycling BASIC 1.3.1 Provide lighting, landscaping and benches along walking and cycling routes between building entrances and streets, sidewalks and trails BASIC 1.3.2 Provide wayfinding signage for site access (where required, e.g. when multiple buildings or entrances exist) and egress (where warranted, such as when directions to reach transit stops/stations, trails or other common destinations are not obvious)
6 TDM-Supportive Development Design and Infrastructure Checklist City of Ottawa Version 1.0 (30 June 2017)
Check if completed & TDM-supportive design & infrastructure measures: add descriptions, explanations Non-residential developments or plan/drawing references
2. WALKING & CYCLING: END-OF-TRIP FACILITIES 2.1 Bicycle parking REQUIRED 2.1.1 Provide bicycle parking in highly visible and lighted areas, sheltered from the weather wherever possible (see Official Plan policy 4.3.6) REQUIRED 2.1.2 Provide the number of bicycle parking spaces specified for various land uses in different parts of Ottawa; provide convenient access to main entrances or well- used areas (see Zoning By-law Section 111) REQUIRED 2.1.3 Ensure that bicycle parking spaces and access aisles meet minimum dimensions; that no more than 50% of spaces are vertical spaces; and that parking racks are securely anchored (see Zoning By-law Section 111) BASIC 2.1.4 Provide bicycle parking spaces equivalent to the expected number of commuter cyclists (assuming the cycling mode share target is met), plus the expected peak number of customer/visitor cyclists BETTER 2.1.5 Provide bicycle parking spaces equivalent to the expected number of commuter and customer/visitor cyclists, plus an additional buffer (e.g. 25 percent extra) to encourage other cyclists and ensure adequate capacity in peak cycling season 2.2 Secure bicycle parking REQUIRED 2.2.1 Where more than 50 bicycle parking spaces are provided for a single office building, locate at least 25% of spaces within a building/structure, a secure area (e.g. supervised parking lot or enclosure) or bicycle lockers (see Zoning By-law Section 111) BETTER 2.2.2 Provide secure bicycle parking spaces equivalent to the expected number of commuter cyclists (assuming the cycling mode share target is met) 2.3 Shower & change facilities BASIC 2.3.1 Provide shower and change facilities for the use of active commuters BETTER 2.3.2 In addition to shower and change facilities, provide dedicated lockers, grooming stations, drying racks and laundry facilities for the use of active commuters 2.4 Bicycle repair station BETTER 2.4.1 Provide a permanent bike repair station, with commonly used tools and an air pump, adjacent to the main bicycle parking area (or secure bicycle parking area, if provided)
7 TDM-Supportive Development Design and Infrastructure Checklist City of Ottawa Version 1.0 (30 June 2017)
Check if completed & TDM-supportive design & infrastructure measures: add descriptions, explanations Non-residential developments or plan/drawing references
3. TRANSIT 3.1 Customer amenities BASIC 3.1.1 Provide shelters, lighting and benches at any on-site transit stops BASIC 3.1.2 Where the site abuts an off-site transit stop and insufficient space exists for a transit shelter in the public right-of-way, protect land for a shelter and/or install a shelter BETTER 3.1.3 Provide a secure and comfortable interior waiting area by integrating any on-site transit stops into the building
4. RIDESHARING 4.1 Pick-up & drop-off facilities BASIC 4.1.1 Provide a designated area for carpool drivers (plus taxis and ride-hailing services) to drop off or pick up passengers without using fire lanes or other no-stopping zones 4.2 Carpool parking BASIC 4.2.1 Provide signed parking spaces for carpools in a priority location close to a major building entrance, sufficient in number to accommodate the mode share target for carpools BETTER 4.2.2 At large developments, provide spaces for carpools in a separate, access-controlled parking area to simplify enforcement 5. CARSHARING & BIKESHARING 5.1 Carshare parking spaces BETTER 5.1.1 Provide carshare parking spaces in permitted non- residential zones, occupying either required or provided parking spaces (see Zoning By-law Section 94) 5.2 Bikeshare station location BETTER 5.2.1 Provide a designated bikeshare station area near a major building entrance, preferably lighted and sheltered with a direct walkway connection
8 TDM-Supportive Development Design and Infrastructure Checklist City of Ottawa Version 1.0 (30 June 2017)
Check if completed & TDM-supportive design & infrastructure measures: add descriptions, explanations Non-residential developments or plan/drawing references 6. PARKING 6.1 Number of parking spaces REQUIRED 6.1.1 Do not provide more parking than permitted by zoning, nor less than required by zoning, unless a variance is being applied for BASIC 6.1.2 Provide parking for long-term and short-term users that is consistent with mode share targets, considering the potential for visitors to use off-site public parking BASIC 6.1.3 Where a site features more than one use, provide shared parking and reduce the cumulative number of parking spaces accordingly (see Zoning By-law Section 104) BETTER 6.1.4 Reduce the minimum number of parking spaces required by zoning by one space for each 13 square metres of gross floor area provided as shower rooms, change rooms, locker rooms and other facilities for cyclists in conjunction with bicycle parking (see Zoning By-law Section 111) 6.2 Separate long-term & short-term parking areas BETTER 6.2.1 Separate short-term and long-term parking areas using signage or physical barriers, to permit access controls and simplify enforcement (i.e. to discourage employees from parking in visitor spaces, and vice versa) 7. OTHER 7.1 On-site amenities to minimize off-site trips BETTER 7.1.1 Provide on-site amenities to minimize mid-day or mid-commute errands
9 TDM Measures Checklist City of Ottawa Version 1.0 (30 June 2017)
TDM Measures Checklist: Non-Residential Developments (office, institutional, retail or industrial)
Legend
BASIC The measure is generally feasible and effective, and in most cases would benefit the development and its users BETTER The measure could maximize support for users of sustainable modes, and optimize development performance The measure is one of the most dependably effective tools to encourage the use of sustainable modes
Check if proposed & TDM measures: Non-residential developments add descriptions 1. TDM PROGRAM MANAGEMENT 1.1 Program coordinator BASIC 1.1.1 Designate an internal coordinator, or contract with an external coordinator 1.2 Travel surveys BETTER 1.2.1 Conduct periodic surveys to identify travel-related behaviours, attitudes, challenges and solutions, and to track progress 2. WALKING AND CYCLING 2.1 Information on walking/cycling routes & destinations BASIC 2.1.1 Display local area maps with walking/cycling access routes and key destinations at major entrances 2.2 Bicycle skills training Commuter travel BETTER 2.2.1 Offer on-site cycling courses for commuters, or subsidize off-site courses 2.3 Valet bike parking Visitor travel BETTER 2.3.1 Offer secure valet bike parking during public events when demand exceeds fixed supply (e.g. for festivals, concerts, games)
8 TDM Measures Checklist City of Ottawa Version 1.0 (30 June 2017)
Check if proposed & TDM measures: Non-residential developments add descriptions
3. TRANSIT 3.1 Transit information BASIC 3.1.1 Display relevant transit schedules and route maps at entrances BASIC 3.1.2 Provide online links to OC Transpo and STO information BETTER 3.1.3 Provide real-time arrival information display at entrances 3.2 Transit fare incentives Commuter travel BETTER 3.2.1 Offer preloaded PRESTO cards to encourage commuters to use transit BETTER 3.2.2 Subsidize or reimburse monthly transit pass purchases by employees Visitor travel BETTER 3.2.3 Arrange inclusion of same-day transit fare in price of tickets (e.g. for festivals, concerts, games) 3.3 Enhanced public transit service Commuter travel BETTER 3.3.1 Contract with OC Transpo to provide enhanced transit services (e.g. for shift changes, weekends) Visitor travel BETTER 3.3.2 Contract with OC Transpo to provide enhanced transit services (e.g. for festivals, concerts, games) 3.4 Private transit service Commuter travel BETTER 3.4.1 Provide shuttle service when OC Transpo cannot offer sufficient quality or capacity to serve demand (e.g. for shift changes, weekends) Visitor travel BETTER 3.4.2 Provide shuttle service when OC Transpo cannot offer sufficient quality or capacity to serve demand (e.g. for festivals, concerts, games)
9 TDM Measures Checklist City of Ottawa Version 1.0 (30 June 2017)
Check if proposed & TDM measures: Non-residential developments add descriptions 4. RIDESHARING 4.1 Ridematching service Commuter travel BASIC 4.1.1 Provide a dedicated ridematching portal at OttawaRideMatch.com 4.2 Carpool parking price incentives Commuter travel BETTER 4.2.1 Provide discounts on parking costs for registered carpools 4.3 Vanpool service Commuter travel BETTER 4.3.1 Provide a vanpooling service for long-distance commuters 5. CARSHARING & BIKESHARING 5.1 Bikeshare stations & memberships BETTER 5.1.1 Contract with provider to install on-site bikeshare station for use by commuters and visitors Commuter travel BETTER 5.1.2 Provide employees with bikeshare memberships for local business travel 5.2 Carshare vehicles & memberships Commuter travel BETTER 5.2.1 Contract with provider to install on-site carshare vehicles and promote their use by tenants BETTER 5.2.2 Provide employees with carshare memberships for local business travel
6. PARKING 6.1 Priced parking Commuter travel BASIC 6.1.1 Charge for long-term parking (daily, weekly, monthly) BASIC 6.1.2 Unbundle parking cost from lease rates at multi-tenant sites Visitor travel BETTER 6.1.3 Charge for short-term parking (hourly)
10 TDM Measures Checklist City of Ottawa Version 1.0 (30 June 2017)
Check if proposed & TDM measures: Non-residential developments add descriptions 7. TDM MARKETING & COMMUNICATIONS 7.1 Multimodal travel information Commuter travel BASIC 7.1.1 Provide a multimodal travel option information package to new/relocating employees and students Visitor travel BETTER 7.1.2 Include multimodal travel option information in invitations or advertising that attract visitors or customers (e.g. for festivals, concerts, games) 7.2 Personalized trip planning Commuter travel BETTER 7.2.1 Offer personalized trip planning to new/relocating employees 7.3 Promotions Commuter travel BETTER 7.3.1 Deliver promotions and incentives to maintain awareness, build understanding, and encourage trial of sustainable modes 8. OTHER INCENTIVES & AMENITIES 8.1 Emergency ride home Commuter travel BETTER 8.1.1 Provide emergency ride home service to non-driving commuters 8.2 Alternative work arrangements Commuter travel BASIC 8.2.1 Encourage flexible work hours BETTER 8.2.2 Encourage compressed workweeks BETTER 8.2.3 Encourage telework 8.3 Local business travel options Commuter travel BASIC 8.3.1 Provide local business travel options that minimize the need for employees to bring a personal car to work 8.4 Commuter incentives Commuter travel BETTER 8.4.1 Offer employees a taxable, mode-neutral commuting allowance 8.5 On-site amenities Commuter travel BETTER 8.5.1 Provide on-site amenities/services to minimize mid-day or mid-commute errands
11
Appendix K MMLOS ANALYSIS
Multi-Modal Level of Service - Intersections Form Consultant PARSONS Project Barrhaven Highschool Scenario Strandherd Date 4/3/2019 Comments Unlocked Rows for Replicating
INTERSECTIONS Chapman Mills/ Ultimate Strandherd Intersection C Crossing Side NORTH SOUTH EAST WEST NORTH SOUTH EAST WEST NORTH SOUTH EAST WEST Lanes 3456 Median Median > 2.4 m No Median - 2.4 m No Median - 2.4 m No Median - 2.4 m
Conflicting Left Turns Permissive Permissive Permissive Permissive
Permissive or yield Permissive or yield Permissive or yield Permissive or yield Conflicting Right Turns control control control control
Right Turns on Red (RToR) ? RTOR allowed RTOR allowed RTOR allowed RTOR allowed
Ped Signal Leading Interval? No No No No
Right Turn Channel No Channel No Channel No Channel No Channel
Corner Radius 10-15m 10-15m 10-15m 10-15m Zebra stripe hi-vis Zebra stripe hi-vis Zebra stripe hi-vis Zebra stripe hi-vis Crosswalk Type markings markings markings markings Pedestrian PETSI Score 73 56 40 23 Ped. Exposure to Traffic LoS CDEF------Cycle Length 120 120 120 120 Effective Walk Time 5 5 26 26 Average Pedestrian Delay 55 55 37 37 Pedestrian Delay LoS EEDD------EEEF------Level of Service F- -
Approach From NORTH SOUTH EAST WEST NORTH SOUTH EAST WEST NORTH SOUTH EAST WEST Curb Bike Lane, Curb Bike Lane, Curb Bike Lane, Bicycle Lane Arrangement on Approach Mixed Traffic Cycletrack or MUP Cycletrack or MUP Cycletrack or MUP
Right Turn Lane Configuration ≤ 50 m Not Applicable Not Applicable Not Applicable
Right Turning Speed ≤ 25 km/h Not Applicable Not Applicable Not Applicable Cyclist relative to RT motorists D Not Applicable Not Applicable Not Applicable ------Separated or Mixed Traffic Mixed Traffic Separated Separated Separated ------
Left Turn Approach No lane crossed No lane crossed No lane crossed No lane crossed Bicycle Operating Speed > 40 to ≤ 50 km/h > 40 to ≤ 50 km/h ≥ 60 km/h ≥ 60 km/h Left Turning Cyclist BBCC ------DBCC ------Level of Service D- -
Average Signal Delay ≤ 30 sec ≤ 40 sec ≤ 10 sec ≤ 10 sec DEBB------Level of Service
Transit E --
Effective Corner Radius 10 - 15 m 10 - 15 m 10 - 15 m 10 - 15 m Number of Receiving Lanes on Departure ≥ 2 ≥ 21 1 from Intersection BBEE------Truck Level of Service E --
Volume to Capacity Ratio 0.91 - 1.00
Auto Level of Service E- -