appendix c - south tynesideplanning.southtyneside.info/mvm.dms/planning application... ·...
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Job No Report No Issue no Report Name Page
NEA1239 1 3 South Shields Central Library, Digital Media Hub and Market Place
C1
Appendix C
TRICs Data
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Exhibitions Page 1JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
TRIP RATE CALCULATION SELECTION PARAMETERS:
Land Use : 07 - LEISURECategory : I - ART GALLERIES/MUSEUMS/EXHIBITIONSMULTI-MODAL VEHICLES
Selected regions and areas:03 SOUTH WEST
DC DORSET 1 days05 EAST MIDLANDS
DS DERBYSHIRE 1 days11 SCOTLAND
GC GLASGOW CITY 1 daysHI HIGHLAND 1 days
This section displays the number of survey days per TRICS® sub-region in the selected set
Filtering Stage 2 selection:
This data displays the chosen trip rate parameter and its selected range. Only sites that fall within the parameter rangeare included in the trip rate calculation.
Parameter: Gross floor areaActual Range: 750 to 4500 (units: sqm)Range Selected by User: 750 to 22662 (units: sqm)
Public Transport Provision:Selection by: Include all surveys
Date Range: 01/01/05 to 27/06/09
This data displays the range of survey dates selected. Only surveys that were conducted within this date range areincluded in the trip rate calculation.
Selected survey days:Tuesday 1 daysWednesday 1 daysThursday 1 daysSaturday 1 days
This data displays the number of selected surveys by day of the week.
Selected survey types:Manual count 4 daysDirectional ATC Count 0 days
This data displays the number of manual classified surveys and the number of unclassified ATC surveys, the total addingup to the overall number of surveys in the selected set. Manual surveys are undertaken using staff, whilst ATC surveys areundertaking using machines.
Selected Locations:Town Centre 4
This data displays the number of surveys per main location category within the selected set. The main location categoriesconsist of Free Standing, Edge of Town, Suburban Area, Neighbourhood Centre, Edge of Town Centre, Town Centre andNot Known.
Selected Location Sub Categories:Commercial Zone 1Built-Up Zone 1High Street 1No Sub Category 1
This data displays the number of surveys per location sub-category within the selected set. The location sub-categoriesconsist of Commercial Zone, Industrial Zone, Development Zone, Residential Zone, Retail Zone, Built-Up Zone, Village, Outof Town, High Street and No Sub Category.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Exhibitions Page 2JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
Filtering Stage 3 selection:
Use Class:Not Known 1 days D 1 3 days
This data displays the number of surveys per Use Class classification within the selected set. The Use Classes Order 2005has been used for this purpose, which can be found within the Library module of TRICS®.
Population within 1 mile:5,001 to 10,000 1 days10,001 to 15,000 1 days20,001 to 25,000 1 days25,001 to 50,000 1 days
This data displays the number of selected surveys within stated 1-mile radii of population.
Population within 5 miles:5,001 to 25,000 1 days125,001 to 250,000 2 days500,001 or More 1 days
This data displays the number of selected surveys within stated 5-mile radii of population.
Car ownership within 5 miles:0.6 to 1.0 1 days1.1 to 1.5 3 days
This data displays the number of selected surveys within stated ranges of average cars owned per residential dwelling,within a radius of 5-miles of selected survey sites.
Travel Plan:No 4 days
This data displays the number of surveys within the selected set that were undertaken at sites with Travel Plans in place,and the number of surveys that were undertaken at sites without Travel Plans.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Exhibitions Page 3JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
LIST OF SITES relevant to selection parameters
1 DC-07-I-02 MUSEUM DORSETHIGH STREET
POOLETown CentreNo Sub CategoryTotal Gross floor area: 2 0 0 0 sqm
Survey date: THURSDAY 17/07/08 Survey Type: MANUAL2 DS-07-I-01 ART GALLERY/MUSEUM DERBYSHIRE
THE STRAND
DERBYTown CentreBuilt-Up ZoneTotal Gross floor area: 2 0 9 0 sqm
Survey date: SATURDAY 27/06/09 Survey Type: MANUAL3 GC-07-I-01 ART GALLERY GLASGOW CITY
QUEEN STREETMERCHANT CITYGLASGOWTown CentreCommercial ZoneTotal Gross floor area: 4 5 0 0 sqm
Survey date: WEDNESDAY 25/06/08 Survey Type: MANUAL4 HI-07-I-01 MUSEUM HIGHLAND
CAMERON SQUARE
FORT WILLIAMTown CentreHigh StreetTotal Gross floor area: 7 5 0 sqm
Survey date: TUESDAY 19/05/09 Survey Type: MANUAL
This section provides a list of all survey sites and days in the selected set. For each individual survey site, it displays aunique site reference code and site address, the selected trip rate calculation parameter and its value, the day of the weekand date of each survey, and whether the survey was a manual classified count or an ATC count.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Exhibitions Page 4JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
TRIP RATE for Land Use 07 - LEISURE/I - ART GALLERIES/MUSEUMS/EXHIBITIONSMULTI-MODAL VEHICLESCalculation factor: 100 sqmBOLD print indicates peak (busiest) period
ARRIVALS DEPARTURES TOTALSNo. Ave. Trip No. Ave. Trip No. Ave. Trip
Time Range Days GFA Rate Days GFA Rate Days GFA Rate00:00 - 01:0001:00 - 02:0002:00 - 03:0003:00 - 04:0004:00 - 05:0005:00 - 06:0006:00 - 07:00
1 2090 0.096 1 2090 0.096 1 2090 0.19207:00 - 08:003 2863 0.047 3 2863 0.000 3 2863 0.04708:00 - 09:004 2335 0.161 4 2335 0.096 4 2335 0.25709:00 - 10:004 2335 0.203 4 2335 0.139 4 2335 0.34210:00 - 11:004 2335 0.257 4 2335 0.214 4 2335 0.47111:00 - 12:004 2335 0.139 4 2335 0.182 4 2335 0.32112:00 - 13:004 2335 0.182 4 2335 0.128 4 2335 0.31013:00 - 14:004 2335 0.161 4 2335 0.236 4 2335 0.39714:00 - 15:004 2335 0.171 4 2335 0.161 4 2335 0.33215:00 - 16:004 2335 0.064 4 2335 0.150 4 2335 0.21416:00 - 17:003 2863 0.000 3 2863 0.000 3 2863 0.00017:00 - 18:001 4500 0.000 1 4500 0.000 1 4500 0.00018:00 - 19:001 4500 0.000 1 4500 0.000 1 4500 0.00019:00 - 20:00
20:00 - 21:0021:00 - 22:0022:00 - 23:0023:00 - 24:00
Total Rates: 1.481 1.402 2.883
This section displays the trip rate results based on the selected set of surveys and the selected count type (shown justabove the table). It is split by three main columns, representing arrivals trips, departures trips, and total trips (arrivals plusdepartures). Within each of these main columns are three sub-columns. These display the number of survey days wherecount data is included (per time period), the average value of the selected trip rate calculation parameter (per timeperiod), and the trip rate result (per time period). Total trip rates (the sum of the column) are also displayed at the foot ofthe table.
To obtain a trip rate, the average (mean) trip rate parameter value (TRP) is first calculated for all selected survey daysthat have count data available for the stated time period. The average (mean) number of arrivals, departures or totals(whichever applies) is also calculated (COUNT) for all selected survey days that have count data available for the statedtime period. Then, the average count is divided by the average trip rate parameter value, and multiplied by the statedcalculation factor (shown just above the table and abbreviated here as FACT). So, the method is: COUNT/TRP*FACT. Triprates are then rounded to 3 decimal places.
Parameter summary
Trip rate parameter range selected: 750 - 4500 (units: sqm)Survey date date range: 01/01/05 - 27/06/09Number of weekdays (Monday-Friday): 3Number of Saturdays: 1Number of Sundays: 0Surveys manually removed from selection: 0
This section displays a quick summary of some of the data filtering selections made by the TRICS® user. The trip ratecalculation parameter range of all selected surveys is displayed first, followed by the range of minimum and maximumsurvey dates selected by the user. Then, the total number of selected weekdays and weekend days in the selected set ofsurveys are show. Finally, the number of survey days that have been manually removed from the selected set outside ofthe standard filtering procedure are displayed.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Exhibitions Page 48JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
TRIP RATE for Land Use 07 - LEISURE/I - ART GALLERIES/MUSEUMS/EXHIBITIONSMULTI-MODAL TOTAL PEOPLECalculation factor: 100 sqmBOLD print indicates peak (busiest) period
ARRIVALS DEPARTURES TOTALSNo. Ave. Trip No. Ave. Trip No. Ave. Trip
Time Range Days GFA Rate Days GFA Rate Days GFA Rate00:00 - 01:0001:00 - 02:0002:00 - 03:0003:00 - 04:0004:00 - 05:0005:00 - 06:0006:00 - 07:00
1 2090 0.239 1 2090 0.000 1 2090 0.23907:00 - 08:003 2863 0.128 3 2863 0.000 3 2863 0.12808:00 - 09:004 2335 0.567 4 2335 0.246 4 2335 0.81309:00 - 10:004 2335 1.895 4 2335 0.728 4 2335 2.62310:00 - 11:004 2335 2.430 4 2335 1.595 4 2335 4.02511:00 - 12:004 2335 2.313 4 2335 1.895 4 2335 4.20812:00 - 13:004 2335 2.366 4 2335 2.388 4 2335 4.75413:00 - 14:004 2335 2.206 4 2335 3.255 4 2335 5.46114:00 - 15:004 2335 1.520 4 2335 1.863 4 2335 3.38315:00 - 16:004 2335 0.535 4 2335 1.959 4 2335 2.49416:00 - 17:003 2863 0.000 3 2863 0.081 3 2863 0.08117:00 - 18:001 4500 0.000 1 4500 0.000 1 4500 0.00018:00 - 19:001 4500 0.000 1 4500 0.000 1 4500 0.00019:00 - 20:00
20:00 - 21:0021:00 - 22:0022:00 - 23:0023:00 - 24:00
Total Rates: 1 4.199 1 4.010 2 8.209
This section displays the trip rate results based on the selected set of surveys and the selected count type (shown justabove the table). It is split by three main columns, representing arrivals trips, departures trips, and total trips (arrivals plusdepartures). Within each of these main columns are three sub-columns. These display the number of survey days wherecount data is included (per time period), the average value of the selected trip rate calculation parameter (per timeperiod), and the trip rate result (per time period). Total trip rates (the sum of the column) are also displayed at the foot ofthe table.
To obtain a trip rate, the average (mean) trip rate parameter value (TRP) is first calculated for all selected survey daysthat have count data available for the stated time period. The average (mean) number of arrivals, departures or totals(whichever applies) is also calculated (COUNT) for all selected survey days that have count data available for the statedtime period. Then, the average count is divided by the average trip rate parameter value, and multiplied by the statedcalculation factor (shown just above the table and abbreviated here as FACT). So, the method is: COUNT/TRP*FACT. Triprates are then rounded to 3 decimal places.
Parameter summary
Trip rate parameter range selected: 750 - 4500 (units: sqm)Survey date date range: 01/01/05 - 27/06/09Number of weekdays (Monday-Friday): 3Number of Saturdays: 1Number of Sundays: 0Surveys manually removed from selection: 0
This section displays a quick summary of some of the data filtering selections made by the TRICS® user. The trip ratecalculation parameter range of all selected surveys is displayed first, followed by the range of minimum and maximumsurvey dates selected by the user. Then, the total number of selected weekdays and weekend days in the selected set ofsurveys are show. Finally, the number of survey days that have been manually removed from the selected set outside ofthe standard filtering procedure are displayed.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Library Page 1JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
TRIP RATE CALCULATION SELECTION PARAMETERS:
Land Use : 07 - LEISURECategory : V - LIBRARYMULTI-MODAL VEHICLES
Selected regions and areas:03 SOUTH WEST
CW CORNWALL 1 days10 WALES
CF CARDIFF 1 days11 SCOTLAND
FA FALKIRK 1 days
This section displays the number of survey days per TRICS® sub-region in the selected set
Filtering Stage 2 selection:
This data displays the chosen trip rate parameter and its selected range. Only sites that fall within the parameter rangeare included in the trip rate calculation.
Parameter: Gross Floor AreaActual Range: 402 to 1607 (units: sqm)Range Selected by User: 402 to 4575 (units: sqm)
Public Transport Provision:Selection by: Include all surveys
Date Range: 01/01/05 to 30/05/13
This data displays the range of survey dates selected. Only surveys that were conducted within this date range areincluded in the trip rate calculation.
Selected survey days:Monday 1 daysThursday 1 daysFriday 1 days
This data displays the number of selected surveys by day of the week.
Selected survey types:Manual count 3 daysDirectional ATC Count 0 days
This data displays the number of manual classified surveys and the number of unclassified ATC surveys, the total addingup to the overall number of surveys in the selected set. Manual surveys are undertaken using staff, whilst ATC surveys areundertaking using machines.
Selected Locations:Edge of Town Centre 1Suburban Area (PPS6 Out of Centre) 2
This data displays the number of surveys per main location category within the selected set. The main location categoriesconsist of Free Standing, Edge of Town, Suburban Area, Neighbourhood Centre, Edge of Town Centre, Town Centre andNot Known.
Selected Location Sub Categories:Residential Zone 2Retail Zone 1
This data displays the number of surveys per location sub-category within the selected set. The location sub-categoriesconsist of Commercial Zone, Industrial Zone, Development Zone, Residential Zone, Retail Zone, Built-Up Zone, Village, Outof Town, High Street and No Sub Category.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Local Shops Page 2JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
Filtering Stage 2 selection:
This data displays the chosen trip rate parameter and its selected range. Only sites that fall within the parameter rangeare included in the trip rate calculation.
Parameter: Gross floor areaActual Range: 240 to 1890 (units: sqm)Range Selected by User: 240 to 2500 (units: sqm)
Public Transport Provision:Selection by: Include all surveys
Date Range: 01/01/05 to 21/11/12
This data displays the range of survey dates selected. Only surveys that were conducted within this date range areincluded in the trip rate calculation.
Selected survey days:Monday 2 daysTuesday 4 daysWednesday 5 daysThursday 3 daysFriday 2 daysSaturday 1 daysSunday 2 days
This data displays the number of selected surveys by day of the week.
Selected survey types:Manual count 19 daysDirectional ATC Count 0 days
This data displays the number of manual classified surveys and the number of unclassified ATC surveys, the total addingup to the overall number of surveys in the selected set. Manual surveys are undertaken using staff, whilst ATC surveys areundertaking using machines.
Selected Locations:Suburban Area (PPS6 Out of Centre) 4Edge of Town 4Neighbourhood Centre (PPS6 Local Centre) 11
This data displays the number of surveys per main location category within the selected set. The main location categoriesconsist of Free Standing, Edge of Town, Suburban Area, Neighbourhood Centre, Edge of Town Centre, Town Centre andNot Known.
Selected Location Sub Categories:Commercial Zone 1Residential Zone 17No Sub Category 1
This data displays the number of surveys per location sub-category within the selected set. The location sub-categoriesconsist of Commercial Zone, Industrial Zone, Development Zone, Residential Zone, Retail Zone, Built-Up Zone, Village, Outof Town, High Street and No Sub Category.
Filtering Stage 3 selection:
Use Class:Not Known 2 days A 1 13 days
This data displays the number of surveys per Use Class classification within the selected set. The Use Classes Order 2005has been used for this purpose, which can be found within the Library module of TRICS®.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Local Shops Page 3JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
Filtering Stage 3 selection (Cont.):
Population within 1 mile:1,001 to 5,000 1 days10,001 to 15,000 3 days15,001 to 20,000 5 days20,001 to 25,000 2 days25,001 to 50,000 7 days50,001 to 100,000 1 days
This data displays the number of selected surveys within stated 1-mile radii of population.
Population within 5 miles:25,001 to 50,000 3 days100,001 to 125,000 3 days125,001 to 250,000 5 days250,001 to 500,000 8 days
This data displays the number of selected surveys within stated 5-mile radii of population.
Car ownership within 5 miles:0.6 to 1.0 10 days1.1 to 1.5 9 days
This data displays the number of selected surveys within stated ranges of average cars owned per residential dwelling,within a radius of 5-miles of selected survey sites.
Petrol filling station:Included in the survey count 0 daysExcluded from count or no filling station 19 days
This data displays the number of surveys within the selected set that include petrol filling station activity, and the numberof surveys that do not.
Travel Plan:No 19 days
This data displays the number of surveys within the selected set that were undertaken at sites with Travel Plans in place,and the number of surveys that were undertaken at sites without Travel Plans.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Local Shops Page 4JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
LIST OF SITES relevant to selection parameters
1 CF-01-I-01 LOCAL SHOPS CARDIFFMICHAELSTON ROAD
CARDIFFEdge of TownNo Sub CategoryTotal Gross floor area: 5 0 0 sqm
Survey date: MONDAY 08/10/07 Survey Type: MANUAL2 CH-01-I-02 LOCAL SHOPS CHESHIRE
CHRISTLETON ROADBOUGHTON HEATHCHESTERNeighbourhood Centre (PPS6 Local Centre)Residential ZoneTotal Gross floor area: 2 6 0 sqm
Survey date: TUESDAY 15/05/12 Survey Type: MANUAL3 CH-01-I-03 LOCAL SHOPS CHESHIRE
MILL LANEBACHECHESTERNeighbourhood Centre (PPS6 Local Centre)Residential ZoneTotal Gross floor area: 3 6 5 sqm
Survey date: THURSDAY 17/05/12 Survey Type: MANUAL4 DS-01-I-01 LOCAL SHOPS DERBYSHIRE
STONELOW ROADHOLMESDALEDRONFIELDNeighbourhood Centre (PPS6 Local Centre)Residential ZoneTotal Gross floor area: 1 1 3 0 sqm
Survey date: WEDNESDAY 21/06/06 Survey Type: MANUAL5 EB-01-I-01 LOCAL SHOPS CITY OF EDINBURGH
COLINTON ROADCRAIGLOCKHARTEDINBURGHSuburban Area (PPS6 Out of Centre)Residential ZoneTotal Gross floor area: 8 2 5 sqm
Survey date: THURSDAY 28/10/10 Survey Type: MANUAL6 FI-01-I-01 LOCAL SHOPS FIFE
53 BIGHTY AVENUE
GLENROTHESNeighbourhood Centre (PPS6 Local Centre)Residential ZoneTotal Gross floor area: 8 2 4 sqm
Survey date: SATURDAY 21/05/05 Survey Type: MANUAL7 GS-01-I-01 LOCAL SHOPS GLOUCESTERSHIRE
SALISBURY AVENUEWARDEN HILLCHELTENHAMSuburban Area (PPS6 Out of Centre)Residential ZoneTotal Gross floor area: 5 2 5 sqm
Survey date: MONDAY 26/04/10 Survey Type: MANUAL
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Local Shops Page 5JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
LIST OF SITES relevant to selection parameters (Cont.)
8 LE-01-I-01 LOCAL SHOPS LEICESTERSHIRERYDER ROADBRAUNSTONE FRITHLEICESTEREdge of TownResidential ZoneTotal Gross floor area: 6 0 6 sqm
Survey date: WEDNESDAY 26/09/12 Survey Type: MANUAL9 MS-01-I-01 LOCAL SHOPS MERSEYSIDE
HUNTS CROSS AVENUE
LIVERPOOLNeighbourhood Centre (PPS6 Local Centre)Residential ZoneTotal Gross floor area: 1 8 9 0 sqm
Survey date: TUESDAY 18/10/05 Survey Type: MANUAL10 NR-01-I-01 LOCAL SHOPS NORTHAMPTONSHIRE
OCCUPATION ROAD
CORBYNeighbourhood Centre (PPS6 Local Centre)Residential ZoneTotal Gross floor area: 7 5 5 sqm
Survey date: WEDNESDAY 19/11/08 Survey Type: MANUAL11 NY-01-I-01 LOCAL SHOPS NORTH YORKSHIRE
NEWLANDS PARK DRIVE
SCARBOROUGHNeighbourhood Centre (PPS6 Local Centre)Residential ZoneTotal Gross floor area: 1 2 0 0 sqm
Survey date: FRIDAY 28/09/07 Survey Type: MANUAL12 SG-01-I-01 LOCAL SHOPS SOUTH GLOUCESTERSHIRE
BURLEY GROVEKINGSWOODBRISTOLSuburban Area (PPS6 Out of Centre)Residential ZoneTotal Gross floor area: 2 4 0 sqm
Survey date: FRIDAY 06/10/06 Survey Type: MANUAL13 SH-01-I-01 LOCAL SHOPS SHROPSHIRE
WREKIN DRIVEDONNINGTONTELFORDEdge of TownResidential ZoneTotal Gross floor area: 8 2 0 sqm
Survey date: WEDNESDAY 24/06/09 Survey Type: MANUAL14 TV-01-I-01 LOCAL SHOPS TEES VALLEY
ACKLAM ROADA C K L A MMIDDLESBROUGHNeighbourhood Centre (PPS6 Local Centre)Residential ZoneTotal Gross floor area: 1 8 0 0 sqm
Survey date: SUNDAY 26/06/11 Survey Type: MANUAL
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Local Shops Page 6JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
LIST OF SITES relevant to selection parameters (Cont.)
15 TV-01-I-02 LOCAL SHOPS TEES VALLEYCARGO FLEET LANEORMESBYMIDDLESBROUGHNeighbourhood Centre (PPS6 Local Centre)Residential ZoneTotal Gross floor area: 1 1 7 2 sqm
Survey date: SUNDAY 19/06/11 Survey Type: MANUAL16 TW-01-I-01 LOCAL SHOPS TYNE & WEAR
FARRINGDON ROADMARDENNORTH SHIELDSNeighbourhood Centre (PPS6 Local Centre)Residential ZoneTotal Gross floor area: 8 5 0 sqm
Survey date: TUESDAY 17/10/06 Survey Type: MANUAL17 TW-01-I-02 LOCAL SHOPS TYNE & WEAR
DURHAM ROADBARNES PARKSUNDERLANDNeighbourhood Centre (PPS6 Local Centre)Residential ZoneTotal Gross floor area: 5 4 0 sqm
Survey date: WEDNESDAY 21/11/12 Survey Type: MANUAL18 WM-01-I-01 LOCAL SHOPS WEST MIDLANDS
HOLYHEAD ROAD
COVENTRYSuburban Area (PPS6 Out of Centre)Residential ZoneTotal Gross floor area: 1 5 5 0 sqm
Survey date: THURSDAY 27/09/07 Survey Type: MANUAL19 WM-01-I-02 LOCAL SHOPS WEST MIDLANDS
MARSHALL LAKE ROADSHIRLEYSOLIHULLEdge of TownCommercial ZoneTotal Gross floor area: 5 1 5 sqm
Survey date: TUESDAY 18/09/07 Survey Type: MANUAL
This section provides a list of all survey sites and days in the selected set. For each individual survey site, it displays aunique site reference code and site address, the selected trip rate calculation parameter and its value, the day of the weekand date of each survey, and whether the survey was a manual classified count or an ATC count.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Local Shops Page 7JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
TRIP RATE for Land Use 01 - RETAIL/I - SHOPPING CENTRE - LOCAL SHOPSMULTI-MODAL VEHICLESCalculation factor: 100 sqmBOLD print indicates peak (busiest) period
ARRIVALS DEPARTURES TOTALSNo. Ave. Trip No. Ave. Trip No. Ave. Trip
Time Range Days GFA Rate Days GFA Rate Days GFA Rate00:00 - 01:0001:00 - 02:0002:00 - 03:0003:00 - 04:0004:00 - 05:0005:00 - 06:00
1 540 1.296 1 540 1.296 1 540 2.59206:00 - 07:0019 861 3.073 19 861 2.866 19 861 5.93907:00 - 08:0019 861 4.069 19 861 3.739 19 861 7.80808:00 - 09:0019 861 4.246 19 861 3.965 19 861 8.21109:00 - 10:0019 861 4.081 19 861 3.861 19 861 7.94210:00 - 11:0019 861 4.026 19 861 3.990 19 861 8.01611:00 - 12:0019 861 4.784 19 861 4.662 19 861 9.44612:00 - 13:0019 861 4.063 19 861 4.234 19 861 8.29713:00 - 14:0019 861 3.733 19 861 3.684 19 861 7.41714:00 - 15:0019 861 4.130 19 861 4.204 19 861 8.33415:00 - 16:0019 861 4.619 19 861 4.656 19 861 9.27516:00 - 17:0019 861 4.839 19 861 4.821 19 861 9.66017:00 - 18:0019 861 4.723 19 861 4.766 19 861 9.48918:00 - 19:0017 926 3.786 17 926 4.002 17 926 7.78819:00 - 20:0014 966 2.418 14 966 2.714 14 966 5.13220:00 - 21:007 898 2.322 7 898 2.577 7 898 4.89921:00 - 22:00
22:00 - 23:0023:00 - 24:00
Total Rates: 6 0.208 6 0.037 120.245
This section displays the trip rate results based on the selected set of surveys and the selected count type (shown justabove the table). It is split by three main columns, representing arrivals trips, departures trips, and total trips (arrivals plusdepartures). Within each of these main columns are three sub-columns. These display the number of survey days wherecount data is included (per time period), the average value of the selected trip rate calculation parameter (per timeperiod), and the trip rate result (per time period). Total trip rates (the sum of the column) are also displayed at the foot ofthe table.
To obtain a trip rate, the average (mean) trip rate parameter value (TRP) is first calculated for all selected survey daysthat have count data available for the stated time period. The average (mean) number of arrivals, departures or totals(whichever applies) is also calculated (COUNT) for all selected survey days that have count data available for the statedtime period. Then, the average count is divided by the average trip rate parameter value, and multiplied by the statedcalculation factor (shown just above the table and abbreviated here as FACT). So, the method is: COUNT/TRP*FACT. Triprates are then rounded to 3 decimal places.
Parameter summary
Trip rate parameter range selected: 240 - 1890 (units: sqm)Survey date date range: 01/01/05 - 21/11/12Number of weekdays (Monday-Friday): 16Number of Saturdays: 1Number of Sundays: 2Surveys manually removed from selection: 0
This section displays a quick summary of some of the data filtering selections made by the TRICS® user. The trip ratecalculation parameter range of all selected surveys is displayed first, followed by the range of minimum and maximumsurvey dates selected by the user. Then, the total number of selected weekdays and weekend days in the selected set ofsurveys are show. Finally, the number of survey days that have been manually removed from the selected set outside ofthe standard filtering procedure are displayed.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Local Shops Page 47JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
TRIP RATE for Land Use 01 - RETAIL/I - SHOPPING CENTRE - LOCAL SHOPSMULTI-MODAL TOTAL PEOPLECalculation factor: 100 sqmBOLD print indicates peak (busiest) period
ARRIVALS DEPARTURES TOTALSNo. Ave. Trip No. Ave. Trip No. Ave. Trip
Time Range Days GFA Rate Days GFA Rate Days GFA Rate00:00 - 01:0001:00 - 02:0002:00 - 03:0003:00 - 04:0004:00 - 05:0005:00 - 06:00
1 540 6.667 1 540 5.926 1 540 12.59306:00 - 07:0019 861 6.366 19 861 5.780 19 861 12.14607:00 - 08:0019 861 10.680 19 861 9.617 19 861 20.29708:00 - 09:0019 861 9.916 19 861 9.183 19 861 19.09909:00 - 10:0019 861 9.507 19 861 8.639 19 861 18.14610:00 - 11:0019 861 9.764 19 861 9.592 19 861 19.35611:00 - 12:0019 861 11.584 19 861 10.986 19 861 22.57012:00 - 13:0019 861 9.159 19 861 9.690 19 861 18.84913:00 - 14:0019 861 8.395 19 861 8.499 19 861 16.89414:00 - 15:0019 861 12.183 19 861 12.140 19 861 24.32315:00 - 16:0019 861 10.570 19 861 10.790 19 861 21.36016:00 - 17:0019 861 10.533 19 861 10.594 19 861 21.12717:00 - 18:0019 861 9.770 19 861 10.350 19 861 20.12018:00 - 19:0017 926 7.661 17 926 8.487 17 926 16.14819:00 - 20:0014 966 4.911 14 966 5.650 14 966 10.56120:00 - 21:007 898 5.106 7 898 5.742 7 898 10.84821:00 - 22:00
22:00 - 23:0023:00 - 24:00
Total Rates: 142.772 141.665 284.437
This section displays the trip rate results based on the selected set of surveys and the selected count type (shown justabove the table). It is split by three main columns, representing arrivals trips, departures trips, and total trips (arrivals plusdepartures). Within each of these main columns are three sub-columns. These display the number of survey days wherecount data is included (per time period), the average value of the selected trip rate calculation parameter (per timeperiod), and the trip rate result (per time period). Total trip rates (the sum of the column) are also displayed at the foot ofthe table.
To obtain a trip rate, the average (mean) trip rate parameter value (TRP) is first calculated for all selected survey daysthat have count data available for the stated time period. The average (mean) number of arrivals, departures or totals(whichever applies) is also calculated (COUNT) for all selected survey days that have count data available for the statedtime period. Then, the average count is divided by the average trip rate parameter value, and multiplied by the statedcalculation factor (shown just above the table and abbreviated here as FACT). So, the method is: COUNT/TRP*FACT. Triprates are then rounded to 3 decimal places.
Parameter summary
Trip rate parameter range selected: 240 - 1890 (units: sqm)Survey date date range: 01/01/05 - 21/11/12Number of weekdays (Monday-Friday): 16Number of Saturdays: 1Number of Sundays: 2Surveys manually removed from selection: 0
This section displays a quick summary of some of the data filtering selections made by the TRICS® user. The trip ratecalculation parameter range of all selected surveys is displayed first, followed by the range of minimum and maximumsurvey dates selected by the user. Then, the total number of selected weekdays and weekend days in the selected set ofsurveys are show. Finally, the number of survey days that have been manually removed from the selected set outside ofthe standard filtering procedure are displayed.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Local Shops Page 1JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
TRIP RATE CALCULATION SELECTION PARAMETERS:
Land Use : 01 - RETAILCategory : I - SHOPPING CENTRE - LOCAL SHOPSMULTI-MODAL VEHICLES
Selected regions and areas:03 SOUTH WEST
GS GLOUCESTERSHIRE 1 daysSG SOUTH GLOUCESTERSHIRE 1 days
05 EAST MIDLANDSDS DERBYSHIRE 1 daysLE LEICESTERSHIRE 1 daysNR NORTHAMPTONSHIRE 1 days
06 WEST MIDLANDSSH SHROPSHIRE 1 daysWM WEST MIDLANDS 2 days
07 YORKSHIRE & NORTH LINCOLNSHIRENY NORTH YORKSHIRE 1 days
08 NORTH WESTCH CHESHIRE 2 daysMS MERSEYSIDE 1 days
09 NORTHTV TEES VALLEY 2 daysTW TYNE & WEAR 2 days
10 WALESCF CARDIFF 1 days
11 SCOTLANDEB CITY OF EDINBURGH 1 daysFI FIFE 1 days
This section displays the number of survey days per TRICS® sub-region in the selected set
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Library Page 2JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
Filtering Stage 3 selection:
Use Class: D 1 3 days
This data displays the number of surveys per Use Class classification within the selected set. The Use Classes Order 2005has been used for this purpose, which can be found within the Library module of TRICS®.
Population within 1 mile:10,001 to 15,000 1 days15,001 to 20,000 1 days20,001 to 25,000 1 days
This data displays the number of selected surveys within stated 1-mile radii of population.
Population within 5 miles:50,001 to 75,000 1 days100,001 to 125,000 1 days125,001 to 250,000 1 days
This data displays the number of selected surveys within stated 5-mile radii of population.
Car ownership within 5 miles:0.6 to 1.0 2 days1.1 to 1.5 1 days
This data displays the number of selected surveys within stated ranges of average cars owned per residential dwelling,within a radius of 5-miles of selected survey sites.
Travel Plan:Not Known 1 daysNo 2 days
This data displays the number of surveys within the selected set that were undertaken at sites with Travel Plans in place,and the number of surveys that were undertaken at sites without Travel Plans.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Library Page 3JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
LIST OF SITES relevant to selection parameters
1 CF-07-V-01 LIBRARY CARDIFFCRICKHOWELL ROADST MELLONSCARDIFFSuburban Area (PPS6 Out of Centre)Residential ZoneTotal Gross Floor Area: 4 0 2 sqm
Survey date: MONDAY 23/10/06 Survey Type: MANUAL2 CW-07-V-01 LIBRARY CORNWALL
CARLYON ROAD
ST AUSTELLSuburban Area (PPS6 Out of Centre)Residential ZoneTotal Gross Floor Area: 6 1 0 sqm
Survey date: FRIDAY 01/07/05 Survey Type: MANUAL3 FA-07-V-01 LIBRARY FALKIRK
HOPE STREETGRAHAMSTONFALKIRKEdge of Town CentreRetail ZoneTotal Gross Floor Area: 1 6 0 7 sqm
Survey date: THURSDAY 30/05/13 Survey Type: MANUAL
This section provides a list of all survey sites and days in the selected set. For each individual survey site, it displays aunique site reference code and site address, the selected trip rate calculation parameter and its value, the day of the weekand date of each survey, and whether the survey was a manual classified count or an ATC count.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Library Page 4JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
TRIP RATE for Land Use 07 - LEISURE/V - LIBRARYMULTI-MODAL VEHICLESCalculation factor: 100 sqmBOLD print indicates peak (busiest) period
ARRIVALS DEPARTURES TOTALSNo. Ave. Trip No. Ave. Trip No. Ave. Trip
Time Range Days GFA Rate Days GFA Rate Days GFA Rate00:00 - 01:0001:00 - 02:0002:00 - 03:0003:00 - 04:0004:00 - 05:0005:00 - 06:0006:00 - 07:00
2 506 0.000 2 506 0.000 2 506 0.00007:00 - 08:002 506 1.680 2 506 0.494 2 506 2.17408:00 - 09:003 873 1.833 3 873 1.222 3 873 3.05509:00 - 10:003 873 1.642 3 873 1.642 3 873 3.28410:00 - 11:003 873 2.215 3 873 2.062 3 873 4.27711:00 - 12:003 873 1.413 3 873 1.604 3 873 3.01712:00 - 13:003 873 1.298 3 873 1.489 3 873 2.78713:00 - 14:003 873 1.756 3 873 1.718 3 873 3.47414:00 - 15:003 873 1.909 3 873 1.260 3 873 3.16915:00 - 16:003 873 1.718 3 873 2.405 3 873 4.12316:00 - 17:003 873 0.802 3 873 1.336 3 873 2.13817:00 - 18:003 873 0.496 3 873 0.649 3 873 1.14518:00 - 19:001 1607 0.311 1 1607 0.373 1 1607 0.68419:00 - 20:001 1607 0.000 1 1607 0.187 1 1607 0.18720:00 - 21:00
21:00 - 22:0022:00 - 23:0023:00 - 24:00
Total Rates: 1 7.073 1 6.441 3 3.514
This section displays the trip rate results based on the selected set of surveys and the selected count type (shown justabove the table). It is split by three main columns, representing arrivals trips, departures trips, and total trips (arrivals plusdepartures). Within each of these main columns are three sub-columns. These display the number of survey days wherecount data is included (per time period), the average value of the selected trip rate calculation parameter (per timeperiod), and the trip rate result (per time period). Total trip rates (the sum of the column) are also displayed at the foot ofthe table.
To obtain a trip rate, the average (mean) trip rate parameter value (TRP) is first calculated for all selected survey daysthat have count data available for the stated time period. The average (mean) number of arrivals, departures or totals(whichever applies) is also calculated (COUNT) for all selected survey days that have count data available for the statedtime period. Then, the average count is divided by the average trip rate parameter value, and multiplied by the statedcalculation factor (shown just above the table and abbreviated here as FACT). So, the method is: COUNT/TRP*FACT. Triprates are then rounded to 3 decimal places.
Parameter summary
Trip rate parameter range selected: 402 - 1607 (units: sqm)Survey date date range: 01/01/05 - 30/05/13Number of weekdays (Monday-Friday): 3Number of Saturdays: 0Number of Sundays: 0Surveys manually removed from selection: 0
This section displays a quick summary of some of the data filtering selections made by the TRICS® user. The trip ratecalculation parameter range of all selected surveys is displayed first, followed by the range of minimum and maximumsurvey dates selected by the user. Then, the total number of selected weekdays and weekend days in the selected set ofsurveys are show. Finally, the number of survey days that have been manually removed from the selected set outside ofthe standard filtering procedure are displayed.
TRICS 7.1.1 310114 B16.25 (C) 2014 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 12/02/14Library Page 48JMP Consultants Ltd. Bothwell Street Glasgow Licence No: 846406
TRIP RATE for Land Use 07 - LEISURE/V - LIBRARYMULTI-MODAL TOTAL PEOPLECalculation factor: 100 sqmBOLD print indicates peak (busiest) period
ARRIVALS DEPARTURES TOTALSNo. Ave. Trip No. Ave. Trip No. Ave. Trip
Time Range Days GFA Rate Days GFA Rate Days GFA Rate00:00 - 01:0001:00 - 02:0002:00 - 03:0003:00 - 04:0004:00 - 05:0005:00 - 06:0006:00 - 07:00
2 506 0.000 2 506 0.000 2 506 0.00007:00 - 08:002 506 2.273 2 506 0.593 2 506 2.86608:00 - 09:003 873 3.131 3 873 2.176 3 873 5.30709:00 - 10:003 873 3.895 3 873 3.016 3 873 6.91110:00 - 11:003 873 5.078 3 873 5.078 3 873 10.15611:00 - 12:003 873 3.818 3 873 3.971 3 873 7.78912:00 - 13:003 873 5.116 3 873 5.078 3 873 10.19413:00 - 14:003 873 4.658 3 873 4.467 3 873 9.12514:00 - 15:003 873 4.238 3 873 3.589 3 873 7.82715:00 - 16:003 873 4.964 3 873 5.384 3 873 10.34816:00 - 17:003 873 2.520 3 873 4.467 3 873 6.98717:00 - 18:003 873 1.222 3 873 1.107 3 873 2.32918:00 - 19:001 1607 0.685 1 1607 1.742 1 1607 2.42719:00 - 20:001 1607 0.000 1 1607 0.498 1 1607 0.49820:00 - 21:00
21:00 - 22:0022:00 - 23:0023:00 - 24:00
Total Rates: 4 1.598 4 1.166 8 2.764
This section displays the trip rate results based on the selected set of surveys and the selected count type (shown justabove the table). It is split by three main columns, representing arrivals trips, departures trips, and total trips (arrivals plusdepartures). Within each of these main columns are three sub-columns. These display the number of survey days wherecount data is included (per time period), the average value of the selected trip rate calculation parameter (per timeperiod), and the trip rate result (per time period). Total trip rates (the sum of the column) are also displayed at the foot ofthe table.
To obtain a trip rate, the average (mean) trip rate parameter value (TRP) is first calculated for all selected survey daysthat have count data available for the stated time period. The average (mean) number of arrivals, departures or totals(whichever applies) is also calculated (COUNT) for all selected survey days that have count data available for the statedtime period. Then, the average count is divided by the average trip rate parameter value, and multiplied by the statedcalculation factor (shown just above the table and abbreviated here as FACT). So, the method is: COUNT/TRP*FACT. Triprates are then rounded to 3 decimal places.
Parameter summary
Trip rate parameter range selected: 402 - 1607 (units: sqm)Survey date date range: 01/01/05 - 30/05/13Number of weekdays (Monday-Friday): 3Number of Saturdays: 0Number of Sundays: 0Surveys manually removed from selection: 0
This section displays a quick summary of some of the data filtering selections made by the TRICS® user. The trip ratecalculation parameter range of all selected surveys is displayed first, followed by the range of minimum and maximumsurvey dates selected by the user. Then, the total number of selected weekdays and weekend days in the selected set ofsurveys are show. Finally, the number of survey days that have been manually removed from the selected set outside ofthe standard filtering procedure are displayed.
Job No Report No Issue no Report Name Page
NEA1239 1 3 South Shields Central Library, Digital Media Hub and Market Place
D1
Appendix D
Traffic Flow Diagrams
290
507
17 194
78 147
CORONATION STREET
ROUNDABOUT
ACCESS TO PROPOSED
CAR PARK
ACCESS TO
COMMUNITY HUB
Coronation Street
184 256
364 401
Client Project: Title:NEA1239/01 - Base 2015 AMMuse Developments South Shields Town Centre Regeneration - Coronation Street Roundabout
Station RoadCommercial Road
513
401
58 279
28 328
CORONATION STREET
ROUNDABOUT
ACCESS TO PROPOSED
CAR PARK
ACCESS TO
COMMUNITY HUB
Coronation Street
371 429
267 341
Client Project: Title:NEA1239/02 - Base 2015 PMMuse Developments South Shields Town Centre Regeneration - Coronation Street Roundabout
Station RoadCommercial Road
296
516
17 198
79 150
CORONATION STREET
ROUNDABOUT
ACCESS TO PROPOSED
CAR PARK
ACCESS TO
COMMUNITY HUB
Coronation Street
188 261
370 408
Client Project: Title:NEA1239/03 - Base 2020 AMMuse Developments South Shields Town Centre Regeneration - Coronation Street Roundabout
Station RoadCommercial Road
522
408
60 284
29 335
CORONATION STREET
ROUNDABOUT
ACCESS TO PROPOSED
CAR PARK
ACCESS TO
COMMUNITY HUB
Coronation Street
378 437
272 348
Client Project: Title:NEA1239/04 - Base 2020 PMMuse Developments South Shields Town Centre Regeneration - Coronation Street Roundabout
Station RoadCommercial Road
295
562
18 196
125 177
CORONATION STREET
ROUNDABOUT
ACCESS TO PROPOSED
CAR PARK
ACCESS TO
COMMUNITY HUB
Coronation Street
187 258
370 467
Client Project: Title:NEA1239/05 - Base+Dev 2015AMMuse Developments South Shields Town Centre Regeneration - Coronation Street Roundabout
Station RoadCommercial Road
523
423
106 279
27 345
CORONATION STREET
ROUNDABOUT
ACCESS TO PROPOSED
CAR PARK
ACCESS TO
COMMUNITY HUB
Coronation Street
370 489
266 347
Client Project: Title:NEA1239/06 - Base+Dev 2015PMMuse Developments South Shields Town Centre Regeneration - Coronation Street Roundabout
Station RoadCommercial Road
301
573
19 200
126 181
CORONATION STREET
ROUNDABOUT
ACCESS TO PROPOSED
CAR PARK
ACCESS TO
COMMUNITY HUB
Coronation Street
191 263
377 475
Client Project: Title:NEA1239/07 - Base+Dev 2020AMMuse Developments South Shields Town Centre Regeneration - Coronation Street Roundabout
Station RoadCommercial Road
533
431
107 284
28 351
CORONATION STREET
ROUNDABOUT
ACCESS TO PROPOSED
CAR PARK
ACCESS TO
COMMUNITY HUB
Coronation Street
377 497
271 354
Client Project: Title:NEA1239/08 - Base+Dev 2020PMMuse Developments South Shields Town Centre Regeneration - Coronation Street Roundabout
Station RoadCommercial Road
Job No Report No Issue no Report Name Page
NEA1239 1 3 South Shields Central Library, Digital Media Hub and Market Place
E1
Appendix E
Junctions 8
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:51:12
« (Default Analysis Set) - Base 2015, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM " model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:51:12
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2015, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2015
Station Road 0.55 4.83 0.35 A
Commercial Road 0.45 4.34 0.31 A
Harton Quay 0.02 4.21 0.02 A
Ferry Street 0.26 3.22 0.21 A
Coronation Street 0.16 3.20 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2015, AM
Base
2015AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.08 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 409.00 100.000
Commercial Road FLAT 370.00 100.000
Harton Quay FLAT 18.00 100.000
Ferry Street FLAT 295.00 100.000
Coronation Street FLAT 177.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.35 4.83 0.55 A
Commercial Road 0.31 4.34 0.45 A
Harton Quay 0.02 4.21 0.02 A
Ferry Street 0.21 3.22 0.26 A
Coronation Street 0.14 3.20 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 406.83 136.58 0.00 1155.02 0.354 0.54 4.798 A
Commercial
Road370.00 368.23 456.30 0.00 1200.80 0.308 0.44 4.315 A
Harton Quay 18.00 17.92 741.96 0.00 874.43 0.021 0.02 4.203 A
Ferry Street 295.00 293.95 235.30 0.00 1413.51 0.209 0.26 3.212 A
Coronation
Street177.00 176.37 310.99 0.00 1301.92 0.136 0.16 3.196 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 408.99 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 369.99 458.58 0.00 1199.43 0.308 0.44 4.340 A
Harton Quay 18.00 18.00 745.60 0.00 872.44 0.021 0.02 4.212 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 409.00 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 370.00 458.58 0.00 1199.42 0.308 0.44 4.340 A
Harton Quay 18.00 18.00 745.61 0.00 872.43 0.021 0.02 4.213 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 409.00 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 370.00 458.58 0.00 1199.42 0.308 0.45 4.340 A
Harton Quay 18.00 18.00 745.62 0.00 872.43 0.021 0.02 4.213 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
Generated on 07/03/2014 10:51:13 using Junctions 8 (8.0.2.316)
1
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:51:12
« (Default Analysis Set) - Base 2015, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM " model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:51:12
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2015, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2015
Station Road 0.55 4.83 0.35 A
Commercial Road 0.45 4.34 0.31 A
Harton Quay 0.02 4.21 0.02 A
Ferry Street 0.26 3.22 0.21 A
Coronation Street 0.16 3.20 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2015, AM
Base
2015AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.08 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 409.00 100.000
Commercial Road FLAT 370.00 100.000
Harton Quay FLAT 18.00 100.000
Ferry Street FLAT 295.00 100.000
Coronation Street FLAT 177.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.35 4.83 0.55 A
Commercial Road 0.31 4.34 0.45 A
Harton Quay 0.02 4.21 0.02 A
Ferry Street 0.21 3.22 0.26 A
Coronation Street 0.14 3.20 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 406.83 136.58 0.00 1155.02 0.354 0.54 4.798 A
Commercial
Road370.00 368.23 456.30 0.00 1200.80 0.308 0.44 4.315 A
Harton Quay 18.00 17.92 741.96 0.00 874.43 0.021 0.02 4.203 A
Ferry Street 295.00 293.95 235.30 0.00 1413.51 0.209 0.26 3.212 A
Coronation
Street177.00 176.37 310.99 0.00 1301.92 0.136 0.16 3.196 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 408.99 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 369.99 458.58 0.00 1199.43 0.308 0.44 4.340 A
Harton Quay 18.00 18.00 745.60 0.00 872.44 0.021 0.02 4.212 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 409.00 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 370.00 458.58 0.00 1199.42 0.308 0.44 4.340 A
Harton Quay 18.00 18.00 745.61 0.00 872.43 0.021 0.02 4.213 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 409.00 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 370.00 458.58 0.00 1199.42 0.308 0.45 4.340 A
Harton Quay 18.00 18.00 745.62 0.00 872.43 0.021 0.02 4.213 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
Generated on 07/03/2014 10:51:13 using Junctions 8 (8.0.2.316)
2
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:51:12
« (Default Analysis Set) - Base 2015, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM " model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:51:12
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2015, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2015
Station Road 0.55 4.83 0.35 A
Commercial Road 0.45 4.34 0.31 A
Harton Quay 0.02 4.21 0.02 A
Ferry Street 0.26 3.22 0.21 A
Coronation Street 0.16 3.20 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2015, AM
Base
2015AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.08 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 409.00 100.000
Commercial Road FLAT 370.00 100.000
Harton Quay FLAT 18.00 100.000
Ferry Street FLAT 295.00 100.000
Coronation Street FLAT 177.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.35 4.83 0.55 A
Commercial Road 0.31 4.34 0.45 A
Harton Quay 0.02 4.21 0.02 A
Ferry Street 0.21 3.22 0.26 A
Coronation Street 0.14 3.20 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 406.83 136.58 0.00 1155.02 0.354 0.54 4.798 A
Commercial
Road370.00 368.23 456.30 0.00 1200.80 0.308 0.44 4.315 A
Harton Quay 18.00 17.92 741.96 0.00 874.43 0.021 0.02 4.203 A
Ferry Street 295.00 293.95 235.30 0.00 1413.51 0.209 0.26 3.212 A
Coronation
Street177.00 176.37 310.99 0.00 1301.92 0.136 0.16 3.196 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 408.99 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 369.99 458.58 0.00 1199.43 0.308 0.44 4.340 A
Harton Quay 18.00 18.00 745.60 0.00 872.44 0.021 0.02 4.212 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 409.00 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 370.00 458.58 0.00 1199.42 0.308 0.44 4.340 A
Harton Quay 18.00 18.00 745.61 0.00 872.43 0.021 0.02 4.213 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 409.00 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 370.00 458.58 0.00 1199.42 0.308 0.45 4.340 A
Harton Quay 18.00 18.00 745.62 0.00 872.43 0.021 0.02 4.213 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
Generated on 07/03/2014 10:51:13 using Junctions 8 (8.0.2.316)
3
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:51:12
« (Default Analysis Set) - Base 2015, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM " model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:51:12
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2015, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2015
Station Road 0.55 4.83 0.35 A
Commercial Road 0.45 4.34 0.31 A
Harton Quay 0.02 4.21 0.02 A
Ferry Street 0.26 3.22 0.21 A
Coronation Street 0.16 3.20 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2015, AM
Base
2015AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.08 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 409.00 100.000
Commercial Road FLAT 370.00 100.000
Harton Quay FLAT 18.00 100.000
Ferry Street FLAT 295.00 100.000
Coronation Street FLAT 177.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.35 4.83 0.55 A
Commercial Road 0.31 4.34 0.45 A
Harton Quay 0.02 4.21 0.02 A
Ferry Street 0.21 3.22 0.26 A
Coronation Street 0.14 3.20 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 406.83 136.58 0.00 1155.02 0.354 0.54 4.798 A
Commercial
Road370.00 368.23 456.30 0.00 1200.80 0.308 0.44 4.315 A
Harton Quay 18.00 17.92 741.96 0.00 874.43 0.021 0.02 4.203 A
Ferry Street 295.00 293.95 235.30 0.00 1413.51 0.209 0.26 3.212 A
Coronation
Street177.00 176.37 310.99 0.00 1301.92 0.136 0.16 3.196 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 408.99 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 369.99 458.58 0.00 1199.43 0.308 0.44 4.340 A
Harton Quay 18.00 18.00 745.60 0.00 872.44 0.021 0.02 4.212 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 409.00 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 370.00 458.58 0.00 1199.42 0.308 0.44 4.340 A
Harton Quay 18.00 18.00 745.61 0.00 872.43 0.021 0.02 4.213 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 409.00 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 370.00 458.58 0.00 1199.42 0.308 0.45 4.340 A
Harton Quay 18.00 18.00 745.62 0.00 872.43 0.021 0.02 4.213 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
Generated on 07/03/2014 10:51:13 using Junctions 8 (8.0.2.316)
4
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:51:12
« (Default Analysis Set) - Base 2015, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM " model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:51:12
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2015, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2015
Station Road 0.55 4.83 0.35 A
Commercial Road 0.45 4.34 0.31 A
Harton Quay 0.02 4.21 0.02 A
Ferry Street 0.26 3.22 0.21 A
Coronation Street 0.16 3.20 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2015, AM
Base
2015AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.08 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 409.00 100.000
Commercial Road FLAT 370.00 100.000
Harton Quay FLAT 18.00 100.000
Ferry Street FLAT 295.00 100.000
Coronation Street FLAT 177.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.35 4.83 0.55 A
Commercial Road 0.31 4.34 0.45 A
Harton Quay 0.02 4.21 0.02 A
Ferry Street 0.21 3.22 0.26 A
Coronation Street 0.14 3.20 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 406.83 136.58 0.00 1155.02 0.354 0.54 4.798 A
Commercial
Road370.00 368.23 456.30 0.00 1200.80 0.308 0.44 4.315 A
Harton Quay 18.00 17.92 741.96 0.00 874.43 0.021 0.02 4.203 A
Ferry Street 295.00 293.95 235.30 0.00 1413.51 0.209 0.26 3.212 A
Coronation
Street177.00 176.37 310.99 0.00 1301.92 0.136 0.16 3.196 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 408.99 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 369.99 458.58 0.00 1199.43 0.308 0.44 4.340 A
Harton Quay 18.00 18.00 745.60 0.00 872.44 0.021 0.02 4.212 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 409.00 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 370.00 458.58 0.00 1199.42 0.308 0.44 4.340 A
Harton Quay 18.00 18.00 745.61 0.00 872.43 0.021 0.02 4.213 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 409.00 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 370.00 458.58 0.00 1199.42 0.308 0.45 4.340 A
Harton Quay 18.00 18.00 745.62 0.00 872.43 0.021 0.02 4.213 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
Generated on 07/03/2014 10:51:13 using Junctions 8 (8.0.2.316)
5
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:51:12
« (Default Analysis Set) - Base 2015, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM " model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:51:12
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2015, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2015
Station Road 0.55 4.83 0.35 A
Commercial Road 0.45 4.34 0.31 A
Harton Quay 0.02 4.21 0.02 A
Ferry Street 0.26 3.22 0.21 A
Coronation Street 0.16 3.20 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2015, AM
Base
2015AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.08 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 409.00 100.000
Commercial Road FLAT 370.00 100.000
Harton Quay FLAT 18.00 100.000
Ferry Street FLAT 295.00 100.000
Coronation Street FLAT 177.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.35 4.83 0.55 A
Commercial Road 0.31 4.34 0.45 A
Harton Quay 0.02 4.21 0.02 A
Ferry Street 0.21 3.22 0.26 A
Coronation Street 0.14 3.20 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 406.83 136.58 0.00 1155.02 0.354 0.54 4.798 A
Commercial
Road370.00 368.23 456.30 0.00 1200.80 0.308 0.44 4.315 A
Harton Quay 18.00 17.92 741.96 0.00 874.43 0.021 0.02 4.203 A
Ferry Street 295.00 293.95 235.30 0.00 1413.51 0.209 0.26 3.212 A
Coronation
Street177.00 176.37 310.99 0.00 1301.92 0.136 0.16 3.196 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 408.99 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 369.99 458.58 0.00 1199.43 0.308 0.44 4.340 A
Harton Quay 18.00 18.00 745.60 0.00 872.44 0.021 0.02 4.212 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 409.00 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 370.00 458.58 0.00 1199.42 0.308 0.44 4.340 A
Harton Quay 18.00 18.00 745.61 0.00 872.43 0.021 0.02 4.213 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 409.00 409.00 137.07 0.00 1154.75 0.354 0.55 4.826 A
Commercial
Road370.00 370.00 458.58 0.00 1199.42 0.308 0.45 4.340 A
Harton Quay 18.00 18.00 745.62 0.00 872.43 0.021 0.02 4.213 A
Ferry Street 295.00 295.00 236.48 0.00 1412.83 0.209 0.26 3.219 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
Generated on 07/03/2014 10:51:13 using Junctions 8 (8.0.2.316)
6
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:51:37
« (Default Analysis Set) - Base 2015, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM " model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:51:37
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2015, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2015
Station Road 0.47 4.88 0.32 A
Commercial Road 0.29 3.91 0.22 A
Harton Quay 0.07 4.19 0.06 A
Ferry Street 0.57 3.96 0.36 A
Coronation Street 0.41 4.27 0.29 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2015, PM
Base
2015PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.24 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 347.00 100.000
Commercial Road FLAT 266.00 100.000
Harton Quay FLAT 56.00 100.000
Ferry Street FLAT 515.00 100.000
Coronation Street FLAT 345.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.32 4.88 0.47 A
Commercial Road 0.22 3.91 0.29 A
Harton Quay 0.06 4.19 0.07 A
Ferry Street 0.36 3.96 0.57 A
Coronation Street 0.29 4.27 0.41 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 345.13 266.30 0.00 1084.78 0.320 0.47 4.856 A
Commercial
Road266.00 264.85 477.98 0.00 1187.70 0.224 0.29 3.896 A
Harton Quay 56.00 55.74 663.48 0.00 917.23 0.061 0.06 4.178 A
Ferry Street 515.00 512.75 217.99 0.00 1423.55 0.362 0.56 3.943 A
Coronation
Street345.00 343.38 499.51 0.00 1189.97 0.290 0.41 4.245 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 346.99 267.54 0.00 1084.11 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.44 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.71 0.00 915.47 0.061 0.06 4.188 A
Ferry Street 515.00 514.99 219.04 0.00 1422.94 0.362 0.57 3.964 A
Coronation
Street345.00 344.99 501.70 0.00 1188.67 0.290 0.41 4.266 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 267.55 0.00 1084.10 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.45 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.72 0.00 915.47 0.061 0.07 4.188 A
Ferry Street 515.00 515.00 219.05 0.00 1422.94 0.362 0.57 3.964 A
Coronation
Street345.00 345.00 501.71 0.00 1188.67 0.290 0.41 4.266 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 267.55 0.00 1084.10 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.45 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.72 0.00 915.47 0.061 0.07 4.188 A
Ferry Street 515.00 515.00 219.05 0.00 1422.93 0.362 0.57 3.964 A
Coronation
Street345.00 345.00 501.71 0.00 1188.67 0.290 0.41 4.266 A
Generated on 07/03/2014 10:51:38 using Junctions 8 (8.0.2.316)
1
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:51:37
« (Default Analysis Set) - Base 2015, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM " model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:51:37
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2015, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2015
Station Road 0.47 4.88 0.32 A
Commercial Road 0.29 3.91 0.22 A
Harton Quay 0.07 4.19 0.06 A
Ferry Street 0.57 3.96 0.36 A
Coronation Street 0.41 4.27 0.29 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2015, PM
Base
2015PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.24 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 347.00 100.000
Commercial Road FLAT 266.00 100.000
Harton Quay FLAT 56.00 100.000
Ferry Street FLAT 515.00 100.000
Coronation Street FLAT 345.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.32 4.88 0.47 A
Commercial Road 0.22 3.91 0.29 A
Harton Quay 0.06 4.19 0.07 A
Ferry Street 0.36 3.96 0.57 A
Coronation Street 0.29 4.27 0.41 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 345.13 266.30 0.00 1084.78 0.320 0.47 4.856 A
Commercial
Road266.00 264.85 477.98 0.00 1187.70 0.224 0.29 3.896 A
Harton Quay 56.00 55.74 663.48 0.00 917.23 0.061 0.06 4.178 A
Ferry Street 515.00 512.75 217.99 0.00 1423.55 0.362 0.56 3.943 A
Coronation
Street345.00 343.38 499.51 0.00 1189.97 0.290 0.41 4.245 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 346.99 267.54 0.00 1084.11 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.44 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.71 0.00 915.47 0.061 0.06 4.188 A
Ferry Street 515.00 514.99 219.04 0.00 1422.94 0.362 0.57 3.964 A
Coronation
Street345.00 344.99 501.70 0.00 1188.67 0.290 0.41 4.266 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 267.55 0.00 1084.10 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.45 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.72 0.00 915.47 0.061 0.07 4.188 A
Ferry Street 515.00 515.00 219.05 0.00 1422.94 0.362 0.57 3.964 A
Coronation
Street345.00 345.00 501.71 0.00 1188.67 0.290 0.41 4.266 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 267.55 0.00 1084.10 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.45 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.72 0.00 915.47 0.061 0.07 4.188 A
Ferry Street 515.00 515.00 219.05 0.00 1422.93 0.362 0.57 3.964 A
Coronation
Street345.00 345.00 501.71 0.00 1188.67 0.290 0.41 4.266 A
Generated on 07/03/2014 10:51:38 using Junctions 8 (8.0.2.316)
2
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:51:37
« (Default Analysis Set) - Base 2015, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM " model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:51:37
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2015, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2015
Station Road 0.47 4.88 0.32 A
Commercial Road 0.29 3.91 0.22 A
Harton Quay 0.07 4.19 0.06 A
Ferry Street 0.57 3.96 0.36 A
Coronation Street 0.41 4.27 0.29 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2015, PM
Base
2015PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.24 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 347.00 100.000
Commercial Road FLAT 266.00 100.000
Harton Quay FLAT 56.00 100.000
Ferry Street FLAT 515.00 100.000
Coronation Street FLAT 345.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.32 4.88 0.47 A
Commercial Road 0.22 3.91 0.29 A
Harton Quay 0.06 4.19 0.07 A
Ferry Street 0.36 3.96 0.57 A
Coronation Street 0.29 4.27 0.41 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 345.13 266.30 0.00 1084.78 0.320 0.47 4.856 A
Commercial
Road266.00 264.85 477.98 0.00 1187.70 0.224 0.29 3.896 A
Harton Quay 56.00 55.74 663.48 0.00 917.23 0.061 0.06 4.178 A
Ferry Street 515.00 512.75 217.99 0.00 1423.55 0.362 0.56 3.943 A
Coronation
Street345.00 343.38 499.51 0.00 1189.97 0.290 0.41 4.245 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 346.99 267.54 0.00 1084.11 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.44 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.71 0.00 915.47 0.061 0.06 4.188 A
Ferry Street 515.00 514.99 219.04 0.00 1422.94 0.362 0.57 3.964 A
Coronation
Street345.00 344.99 501.70 0.00 1188.67 0.290 0.41 4.266 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 267.55 0.00 1084.10 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.45 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.72 0.00 915.47 0.061 0.07 4.188 A
Ferry Street 515.00 515.00 219.05 0.00 1422.94 0.362 0.57 3.964 A
Coronation
Street345.00 345.00 501.71 0.00 1188.67 0.290 0.41 4.266 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 267.55 0.00 1084.10 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.45 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.72 0.00 915.47 0.061 0.07 4.188 A
Ferry Street 515.00 515.00 219.05 0.00 1422.93 0.362 0.57 3.964 A
Coronation
Street345.00 345.00 501.71 0.00 1188.67 0.290 0.41 4.266 A
Generated on 07/03/2014 10:51:38 using Junctions 8 (8.0.2.316)
3
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:51:37
« (Default Analysis Set) - Base 2015, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM " model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:51:37
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2015, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2015
Station Road 0.47 4.88 0.32 A
Commercial Road 0.29 3.91 0.22 A
Harton Quay 0.07 4.19 0.06 A
Ferry Street 0.57 3.96 0.36 A
Coronation Street 0.41 4.27 0.29 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2015, PM
Base
2015PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.24 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 347.00 100.000
Commercial Road FLAT 266.00 100.000
Harton Quay FLAT 56.00 100.000
Ferry Street FLAT 515.00 100.000
Coronation Street FLAT 345.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.32 4.88 0.47 A
Commercial Road 0.22 3.91 0.29 A
Harton Quay 0.06 4.19 0.07 A
Ferry Street 0.36 3.96 0.57 A
Coronation Street 0.29 4.27 0.41 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 345.13 266.30 0.00 1084.78 0.320 0.47 4.856 A
Commercial
Road266.00 264.85 477.98 0.00 1187.70 0.224 0.29 3.896 A
Harton Quay 56.00 55.74 663.48 0.00 917.23 0.061 0.06 4.178 A
Ferry Street 515.00 512.75 217.99 0.00 1423.55 0.362 0.56 3.943 A
Coronation
Street345.00 343.38 499.51 0.00 1189.97 0.290 0.41 4.245 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 346.99 267.54 0.00 1084.11 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.44 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.71 0.00 915.47 0.061 0.06 4.188 A
Ferry Street 515.00 514.99 219.04 0.00 1422.94 0.362 0.57 3.964 A
Coronation
Street345.00 344.99 501.70 0.00 1188.67 0.290 0.41 4.266 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 267.55 0.00 1084.10 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.45 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.72 0.00 915.47 0.061 0.07 4.188 A
Ferry Street 515.00 515.00 219.05 0.00 1422.94 0.362 0.57 3.964 A
Coronation
Street345.00 345.00 501.71 0.00 1188.67 0.290 0.41 4.266 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 267.55 0.00 1084.10 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.45 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.72 0.00 915.47 0.061 0.07 4.188 A
Ferry Street 515.00 515.00 219.05 0.00 1422.93 0.362 0.57 3.964 A
Coronation
Street345.00 345.00 501.71 0.00 1188.67 0.290 0.41 4.266 A
Generated on 07/03/2014 10:51:38 using Junctions 8 (8.0.2.316)
4
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:51:37
« (Default Analysis Set) - Base 2015, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM " model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:51:37
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2015, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2015
Station Road 0.47 4.88 0.32 A
Commercial Road 0.29 3.91 0.22 A
Harton Quay 0.07 4.19 0.06 A
Ferry Street 0.57 3.96 0.36 A
Coronation Street 0.41 4.27 0.29 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2015, PM
Base
2015PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.24 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 347.00 100.000
Commercial Road FLAT 266.00 100.000
Harton Quay FLAT 56.00 100.000
Ferry Street FLAT 515.00 100.000
Coronation Street FLAT 345.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.32 4.88 0.47 A
Commercial Road 0.22 3.91 0.29 A
Harton Quay 0.06 4.19 0.07 A
Ferry Street 0.36 3.96 0.57 A
Coronation Street 0.29 4.27 0.41 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 345.13 266.30 0.00 1084.78 0.320 0.47 4.856 A
Commercial
Road266.00 264.85 477.98 0.00 1187.70 0.224 0.29 3.896 A
Harton Quay 56.00 55.74 663.48 0.00 917.23 0.061 0.06 4.178 A
Ferry Street 515.00 512.75 217.99 0.00 1423.55 0.362 0.56 3.943 A
Coronation
Street345.00 343.38 499.51 0.00 1189.97 0.290 0.41 4.245 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 346.99 267.54 0.00 1084.11 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.44 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.71 0.00 915.47 0.061 0.06 4.188 A
Ferry Street 515.00 514.99 219.04 0.00 1422.94 0.362 0.57 3.964 A
Coronation
Street345.00 344.99 501.70 0.00 1188.67 0.290 0.41 4.266 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 267.55 0.00 1084.10 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.45 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.72 0.00 915.47 0.061 0.07 4.188 A
Ferry Street 515.00 515.00 219.05 0.00 1422.94 0.362 0.57 3.964 A
Coronation
Street345.00 345.00 501.71 0.00 1188.67 0.290 0.41 4.266 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 267.55 0.00 1084.10 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.45 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.72 0.00 915.47 0.061 0.07 4.188 A
Ferry Street 515.00 515.00 219.05 0.00 1422.93 0.362 0.57 3.964 A
Coronation
Street345.00 345.00 501.71 0.00 1188.67 0.290 0.41 4.266 A
Generated on 07/03/2014 10:51:38 using Junctions 8 (8.0.2.316)
5
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:51:37
« (Default Analysis Set) - Base 2015, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM " model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:51:37
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2015, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2015
Station Road 0.47 4.88 0.32 A
Commercial Road 0.29 3.91 0.22 A
Harton Quay 0.07 4.19 0.06 A
Ferry Street 0.57 3.96 0.36 A
Coronation Street 0.41 4.27 0.29 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2015, PM
Base
2015PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.24 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 347.00 100.000
Commercial Road FLAT 266.00 100.000
Harton Quay FLAT 56.00 100.000
Ferry Street FLAT 515.00 100.000
Coronation Street FLAT 345.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.32 4.88 0.47 A
Commercial Road 0.22 3.91 0.29 A
Harton Quay 0.06 4.19 0.07 A
Ferry Street 0.36 3.96 0.57 A
Coronation Street 0.29 4.27 0.41 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 345.13 266.30 0.00 1084.78 0.320 0.47 4.856 A
Commercial
Road266.00 264.85 477.98 0.00 1187.70 0.224 0.29 3.896 A
Harton Quay 56.00 55.74 663.48 0.00 917.23 0.061 0.06 4.178 A
Ferry Street 515.00 512.75 217.99 0.00 1423.55 0.362 0.56 3.943 A
Coronation
Street345.00 343.38 499.51 0.00 1189.97 0.290 0.41 4.245 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 346.99 267.54 0.00 1084.11 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.44 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.71 0.00 915.47 0.061 0.06 4.188 A
Ferry Street 515.00 514.99 219.04 0.00 1422.94 0.362 0.57 3.964 A
Coronation
Street345.00 344.99 501.70 0.00 1188.67 0.290 0.41 4.266 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 267.55 0.00 1084.10 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.45 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.72 0.00 915.47 0.061 0.07 4.188 A
Ferry Street 515.00 515.00 219.05 0.00 1422.94 0.362 0.57 3.964 A
Coronation
Street345.00 345.00 501.71 0.00 1188.67 0.290 0.41 4.266 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 267.55 0.00 1084.10 0.320 0.47 4.883 A
Commercial
Road266.00 266.00 480.45 0.00 1186.21 0.224 0.29 3.911 A
Harton Quay 56.00 56.00 666.72 0.00 915.47 0.061 0.07 4.188 A
Ferry Street 515.00 515.00 219.05 0.00 1422.93 0.362 0.57 3.964 A
Coronation
Street345.00 345.00 501.71 0.00 1188.67 0.290 0.41 4.266 A
Generated on 07/03/2014 10:51:38 using Junctions 8 (8.0.2.316)
6
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:24:24
« (Default Analysis Set) - Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM " model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:24:23
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2020
Station Road 0.57 4.89 0.36 A
Commercial Road 0.46 4.41 0.32 A
Harton Quay 0.02 4.26 0.02 A
Ferry Street 0.27 3.25 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2020, AM
Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.12 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 417.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.36 4.89 0.57 A
Commercial Road 0.32 4.41 0.46 A
Harton Quay 0.02 4.26 0.02 A
Ferry Street 0.21 3.25 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 414.75 139.73 0.00 1153.31 0.362 0.56 4.860 A
Commercial
Road377.00 375.17 465.43 0.00 1195.28 0.315 0.46 4.380 A
Harton Quay 19.00 18.91 756.42 0.00 866.54 0.022 0.02 4.247 A
Ferry Street 301.00 299.92 240.34 0.00 1410.59 0.213 0.27 3.238 A
Coronation
Street181.00 180.35 317.70 0.00 1297.94 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 416.99 140.23 0.00 1153.04 0.362 0.56 4.890 A
Commercial
Road377.00 376.99 467.78 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.18 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.56 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 417.00 140.24 0.00 1153.04 0.362 0.56 4.890 A
Commercial
Road377.00 377.00 467.79 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.20 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.57 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 417.00 140.24 0.00 1153.04 0.362 0.57 4.890 A
Commercial
Road377.00 377.00 467.79 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.20 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.57 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:24:25 using Junctions 8 (8.0.2.316)
1
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:24:24
« (Default Analysis Set) - Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM " model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:24:23
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2020
Station Road 0.57 4.89 0.36 A
Commercial Road 0.46 4.41 0.32 A
Harton Quay 0.02 4.26 0.02 A
Ferry Street 0.27 3.25 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2020, AM
Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.12 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 417.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.36 4.89 0.57 A
Commercial Road 0.32 4.41 0.46 A
Harton Quay 0.02 4.26 0.02 A
Ferry Street 0.21 3.25 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 414.75 139.73 0.00 1153.31 0.362 0.56 4.860 A
Commercial
Road377.00 375.17 465.43 0.00 1195.28 0.315 0.46 4.380 A
Harton Quay 19.00 18.91 756.42 0.00 866.54 0.022 0.02 4.247 A
Ferry Street 301.00 299.92 240.34 0.00 1410.59 0.213 0.27 3.238 A
Coronation
Street181.00 180.35 317.70 0.00 1297.94 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 416.99 140.23 0.00 1153.04 0.362 0.56 4.890 A
Commercial
Road377.00 376.99 467.78 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.18 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.56 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 417.00 140.24 0.00 1153.04 0.362 0.56 4.890 A
Commercial
Road377.00 377.00 467.79 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.20 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.57 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 417.00 140.24 0.00 1153.04 0.362 0.57 4.890 A
Commercial
Road377.00 377.00 467.79 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.20 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.57 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:24:25 using Junctions 8 (8.0.2.316)
2
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:24:24
« (Default Analysis Set) - Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM " model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:24:23
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2020
Station Road 0.57 4.89 0.36 A
Commercial Road 0.46 4.41 0.32 A
Harton Quay 0.02 4.26 0.02 A
Ferry Street 0.27 3.25 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2020, AM
Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.12 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 417.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.36 4.89 0.57 A
Commercial Road 0.32 4.41 0.46 A
Harton Quay 0.02 4.26 0.02 A
Ferry Street 0.21 3.25 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 414.75 139.73 0.00 1153.31 0.362 0.56 4.860 A
Commercial
Road377.00 375.17 465.43 0.00 1195.28 0.315 0.46 4.380 A
Harton Quay 19.00 18.91 756.42 0.00 866.54 0.022 0.02 4.247 A
Ferry Street 301.00 299.92 240.34 0.00 1410.59 0.213 0.27 3.238 A
Coronation
Street181.00 180.35 317.70 0.00 1297.94 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 416.99 140.23 0.00 1153.04 0.362 0.56 4.890 A
Commercial
Road377.00 376.99 467.78 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.18 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.56 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 417.00 140.24 0.00 1153.04 0.362 0.56 4.890 A
Commercial
Road377.00 377.00 467.79 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.20 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.57 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 417.00 140.24 0.00 1153.04 0.362 0.57 4.890 A
Commercial
Road377.00 377.00 467.79 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.20 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.57 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:24:25 using Junctions 8 (8.0.2.316)
3
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:24:24
« (Default Analysis Set) - Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM " model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:24:23
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2020
Station Road 0.57 4.89 0.36 A
Commercial Road 0.46 4.41 0.32 A
Harton Quay 0.02 4.26 0.02 A
Ferry Street 0.27 3.25 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2020, AM
Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.12 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 417.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.36 4.89 0.57 A
Commercial Road 0.32 4.41 0.46 A
Harton Quay 0.02 4.26 0.02 A
Ferry Street 0.21 3.25 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 414.75 139.73 0.00 1153.31 0.362 0.56 4.860 A
Commercial
Road377.00 375.17 465.43 0.00 1195.28 0.315 0.46 4.380 A
Harton Quay 19.00 18.91 756.42 0.00 866.54 0.022 0.02 4.247 A
Ferry Street 301.00 299.92 240.34 0.00 1410.59 0.213 0.27 3.238 A
Coronation
Street181.00 180.35 317.70 0.00 1297.94 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 416.99 140.23 0.00 1153.04 0.362 0.56 4.890 A
Commercial
Road377.00 376.99 467.78 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.18 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.56 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 417.00 140.24 0.00 1153.04 0.362 0.56 4.890 A
Commercial
Road377.00 377.00 467.79 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.20 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.57 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 417.00 140.24 0.00 1153.04 0.362 0.57 4.890 A
Commercial
Road377.00 377.00 467.79 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.20 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.57 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:24:25 using Junctions 8 (8.0.2.316)
4
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:24:24
« (Default Analysis Set) - Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM " model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:24:23
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2020
Station Road 0.57 4.89 0.36 A
Commercial Road 0.46 4.41 0.32 A
Harton Quay 0.02 4.26 0.02 A
Ferry Street 0.27 3.25 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2020, AM
Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.12 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 417.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.36 4.89 0.57 A
Commercial Road 0.32 4.41 0.46 A
Harton Quay 0.02 4.26 0.02 A
Ferry Street 0.21 3.25 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 414.75 139.73 0.00 1153.31 0.362 0.56 4.860 A
Commercial
Road377.00 375.17 465.43 0.00 1195.28 0.315 0.46 4.380 A
Harton Quay 19.00 18.91 756.42 0.00 866.54 0.022 0.02 4.247 A
Ferry Street 301.00 299.92 240.34 0.00 1410.59 0.213 0.27 3.238 A
Coronation
Street181.00 180.35 317.70 0.00 1297.94 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 416.99 140.23 0.00 1153.04 0.362 0.56 4.890 A
Commercial
Road377.00 376.99 467.78 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.18 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.56 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 417.00 140.24 0.00 1153.04 0.362 0.56 4.890 A
Commercial
Road377.00 377.00 467.79 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.20 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.57 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 417.00 140.24 0.00 1153.04 0.362 0.57 4.890 A
Commercial
Road377.00 377.00 467.79 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.20 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.57 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:24:25 using Junctions 8 (8.0.2.316)
5
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:24:24
« (Default Analysis Set) - Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM " model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:24:23
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2020
Station Road 0.57 4.89 0.36 A
Commercial Road 0.46 4.41 0.32 A
Harton Quay 0.02 4.26 0.02 A
Ferry Street 0.27 3.25 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2020, AM
Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.12 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 417.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.36 4.89 0.57 A
Commercial Road 0.32 4.41 0.46 A
Harton Quay 0.02 4.26 0.02 A
Ferry Street 0.21 3.25 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 414.75 139.73 0.00 1153.31 0.362 0.56 4.860 A
Commercial
Road377.00 375.17 465.43 0.00 1195.28 0.315 0.46 4.380 A
Harton Quay 19.00 18.91 756.42 0.00 866.54 0.022 0.02 4.247 A
Ferry Street 301.00 299.92 240.34 0.00 1410.59 0.213 0.27 3.238 A
Coronation
Street181.00 180.35 317.70 0.00 1297.94 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 416.99 140.23 0.00 1153.04 0.362 0.56 4.890 A
Commercial
Road377.00 376.99 467.78 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.18 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.56 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 417.00 140.24 0.00 1153.04 0.362 0.56 4.890 A
Commercial
Road377.00 377.00 467.79 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.20 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.57 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 417.00 417.00 140.24 0.00 1153.04 0.362 0.57 4.890 A
Commercial
Road377.00 377.00 467.79 0.00 1193.86 0.316 0.46 4.406 A
Harton Quay 19.00 19.00 760.20 0.00 864.48 0.022 0.02 4.257 A
Ferry Street 301.00 301.00 241.57 0.00 1409.88 0.213 0.27 3.245 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:24:25 using Junctions 8 (8.0.2.316)
6
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:24:50
« (Default Analysis Set) - Base 2020, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM " model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:24:50
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2020, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2020
Station Road 0.49 4.95 0.33 A
Commercial Road 0.30 3.96 0.23 A
Harton Quay 0.07 4.23 0.06 A
Ferry Street 0.59 4.02 0.37 A
Coronation Street 0.42 4.33 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2020, PM
Base
2020PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.30 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 354.00 100.000
Commercial Road FLAT 271.00 100.000
Harton Quay FLAT 57.00 100.000
Ferry Street FLAT 525.00 100.000
Coronation Street FLAT 351.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.33 4.95 0.49 A
Commercial Road 0.23 3.96 0.30 A
Harton Quay 0.06 4.23 0.07 A
Ferry Street 0.37 4.02 0.59 A
Coronation Street 0.30 4.33 0.42 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 352.07 270.98 0.00 1082.25 0.327 0.48 4.917 A
Commercial
Road271.00 269.82 487.17 0.00 1182.15 0.229 0.30 3.941 A
Harton Quay 57.00 56.73 676.12 0.00 910.34 0.063 0.07 4.216 A
Ferry Street 525.00 522.67 222.16 0.00 1421.13 0.369 0.58 3.996 A
Coronation
Street351.00 349.33 509.09 0.00 1184.29 0.296 0.42 4.303 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 353.99 272.26 0.00 1081.55 0.327 0.48 4.947 A
Commercial
Road271.00 271.00 489.71 0.00 1180.62 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.45 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 524.99 223.24 0.00 1420.50 0.370 0.58 4.019 A
Coronation
Street351.00 350.99 511.35 0.00 1182.94 0.297 0.42 4.326 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 272.26 0.00 1081.55 0.327 0.49 4.947 A
Commercial
Road271.00 271.00 489.72 0.00 1180.61 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.46 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 525.00 223.24 0.00 1420.50 0.370 0.58 4.019 A
Coronation
Street351.00 351.00 511.36 0.00 1182.94 0.297 0.42 4.326 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 272.26 0.00 1081.55 0.327 0.49 4.947 A
Commercial
Road271.00 271.00 489.72 0.00 1180.61 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.46 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 525.00 223.24 0.00 1420.50 0.370 0.59 4.019 A
Coronation
Street351.00 351.00 511.36 0.00 1182.94 0.297 0.42 4.326 A
Generated on 07/03/2014 10:24:51 using Junctions 8 (8.0.2.316)
1
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:24:50
« (Default Analysis Set) - Base 2020, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM " model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:24:50
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2020, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2020
Station Road 0.49 4.95 0.33 A
Commercial Road 0.30 3.96 0.23 A
Harton Quay 0.07 4.23 0.06 A
Ferry Street 0.59 4.02 0.37 A
Coronation Street 0.42 4.33 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2020, PM
Base
2020PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.30 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 354.00 100.000
Commercial Road FLAT 271.00 100.000
Harton Quay FLAT 57.00 100.000
Ferry Street FLAT 525.00 100.000
Coronation Street FLAT 351.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.33 4.95 0.49 A
Commercial Road 0.23 3.96 0.30 A
Harton Quay 0.06 4.23 0.07 A
Ferry Street 0.37 4.02 0.59 A
Coronation Street 0.30 4.33 0.42 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 352.07 270.98 0.00 1082.25 0.327 0.48 4.917 A
Commercial
Road271.00 269.82 487.17 0.00 1182.15 0.229 0.30 3.941 A
Harton Quay 57.00 56.73 676.12 0.00 910.34 0.063 0.07 4.216 A
Ferry Street 525.00 522.67 222.16 0.00 1421.13 0.369 0.58 3.996 A
Coronation
Street351.00 349.33 509.09 0.00 1184.29 0.296 0.42 4.303 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 353.99 272.26 0.00 1081.55 0.327 0.48 4.947 A
Commercial
Road271.00 271.00 489.71 0.00 1180.62 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.45 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 524.99 223.24 0.00 1420.50 0.370 0.58 4.019 A
Coronation
Street351.00 350.99 511.35 0.00 1182.94 0.297 0.42 4.326 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 272.26 0.00 1081.55 0.327 0.49 4.947 A
Commercial
Road271.00 271.00 489.72 0.00 1180.61 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.46 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 525.00 223.24 0.00 1420.50 0.370 0.58 4.019 A
Coronation
Street351.00 351.00 511.36 0.00 1182.94 0.297 0.42 4.326 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 272.26 0.00 1081.55 0.327 0.49 4.947 A
Commercial
Road271.00 271.00 489.72 0.00 1180.61 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.46 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 525.00 223.24 0.00 1420.50 0.370 0.59 4.019 A
Coronation
Street351.00 351.00 511.36 0.00 1182.94 0.297 0.42 4.326 A
Generated on 07/03/2014 10:24:51 using Junctions 8 (8.0.2.316)
2
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:24:50
« (Default Analysis Set) - Base 2020, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM " model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:24:50
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2020, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2020
Station Road 0.49 4.95 0.33 A
Commercial Road 0.30 3.96 0.23 A
Harton Quay 0.07 4.23 0.06 A
Ferry Street 0.59 4.02 0.37 A
Coronation Street 0.42 4.33 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2020, PM
Base
2020PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.30 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 354.00 100.000
Commercial Road FLAT 271.00 100.000
Harton Quay FLAT 57.00 100.000
Ferry Street FLAT 525.00 100.000
Coronation Street FLAT 351.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.33 4.95 0.49 A
Commercial Road 0.23 3.96 0.30 A
Harton Quay 0.06 4.23 0.07 A
Ferry Street 0.37 4.02 0.59 A
Coronation Street 0.30 4.33 0.42 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 352.07 270.98 0.00 1082.25 0.327 0.48 4.917 A
Commercial
Road271.00 269.82 487.17 0.00 1182.15 0.229 0.30 3.941 A
Harton Quay 57.00 56.73 676.12 0.00 910.34 0.063 0.07 4.216 A
Ferry Street 525.00 522.67 222.16 0.00 1421.13 0.369 0.58 3.996 A
Coronation
Street351.00 349.33 509.09 0.00 1184.29 0.296 0.42 4.303 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 353.99 272.26 0.00 1081.55 0.327 0.48 4.947 A
Commercial
Road271.00 271.00 489.71 0.00 1180.62 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.45 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 524.99 223.24 0.00 1420.50 0.370 0.58 4.019 A
Coronation
Street351.00 350.99 511.35 0.00 1182.94 0.297 0.42 4.326 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 272.26 0.00 1081.55 0.327 0.49 4.947 A
Commercial
Road271.00 271.00 489.72 0.00 1180.61 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.46 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 525.00 223.24 0.00 1420.50 0.370 0.58 4.019 A
Coronation
Street351.00 351.00 511.36 0.00 1182.94 0.297 0.42 4.326 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 272.26 0.00 1081.55 0.327 0.49 4.947 A
Commercial
Road271.00 271.00 489.72 0.00 1180.61 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.46 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 525.00 223.24 0.00 1420.50 0.370 0.59 4.019 A
Coronation
Street351.00 351.00 511.36 0.00 1182.94 0.297 0.42 4.326 A
Generated on 07/03/2014 10:24:51 using Junctions 8 (8.0.2.316)
3
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:24:50
« (Default Analysis Set) - Base 2020, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM " model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:24:50
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2020, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2020
Station Road 0.49 4.95 0.33 A
Commercial Road 0.30 3.96 0.23 A
Harton Quay 0.07 4.23 0.06 A
Ferry Street 0.59 4.02 0.37 A
Coronation Street 0.42 4.33 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2020, PM
Base
2020PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.30 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 354.00 100.000
Commercial Road FLAT 271.00 100.000
Harton Quay FLAT 57.00 100.000
Ferry Street FLAT 525.00 100.000
Coronation Street FLAT 351.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.33 4.95 0.49 A
Commercial Road 0.23 3.96 0.30 A
Harton Quay 0.06 4.23 0.07 A
Ferry Street 0.37 4.02 0.59 A
Coronation Street 0.30 4.33 0.42 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 352.07 270.98 0.00 1082.25 0.327 0.48 4.917 A
Commercial
Road271.00 269.82 487.17 0.00 1182.15 0.229 0.30 3.941 A
Harton Quay 57.00 56.73 676.12 0.00 910.34 0.063 0.07 4.216 A
Ferry Street 525.00 522.67 222.16 0.00 1421.13 0.369 0.58 3.996 A
Coronation
Street351.00 349.33 509.09 0.00 1184.29 0.296 0.42 4.303 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 353.99 272.26 0.00 1081.55 0.327 0.48 4.947 A
Commercial
Road271.00 271.00 489.71 0.00 1180.62 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.45 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 524.99 223.24 0.00 1420.50 0.370 0.58 4.019 A
Coronation
Street351.00 350.99 511.35 0.00 1182.94 0.297 0.42 4.326 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 272.26 0.00 1081.55 0.327 0.49 4.947 A
Commercial
Road271.00 271.00 489.72 0.00 1180.61 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.46 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 525.00 223.24 0.00 1420.50 0.370 0.58 4.019 A
Coronation
Street351.00 351.00 511.36 0.00 1182.94 0.297 0.42 4.326 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 272.26 0.00 1081.55 0.327 0.49 4.947 A
Commercial
Road271.00 271.00 489.72 0.00 1180.61 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.46 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 525.00 223.24 0.00 1420.50 0.370 0.59 4.019 A
Coronation
Street351.00 351.00 511.36 0.00 1182.94 0.297 0.42 4.326 A
Generated on 07/03/2014 10:24:51 using Junctions 8 (8.0.2.316)
4
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:24:50
« (Default Analysis Set) - Base 2020, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM " model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:24:50
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2020, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2020
Station Road 0.49 4.95 0.33 A
Commercial Road 0.30 3.96 0.23 A
Harton Quay 0.07 4.23 0.06 A
Ferry Street 0.59 4.02 0.37 A
Coronation Street 0.42 4.33 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2020, PM
Base
2020PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.30 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 354.00 100.000
Commercial Road FLAT 271.00 100.000
Harton Quay FLAT 57.00 100.000
Ferry Street FLAT 525.00 100.000
Coronation Street FLAT 351.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.33 4.95 0.49 A
Commercial Road 0.23 3.96 0.30 A
Harton Quay 0.06 4.23 0.07 A
Ferry Street 0.37 4.02 0.59 A
Coronation Street 0.30 4.33 0.42 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 352.07 270.98 0.00 1082.25 0.327 0.48 4.917 A
Commercial
Road271.00 269.82 487.17 0.00 1182.15 0.229 0.30 3.941 A
Harton Quay 57.00 56.73 676.12 0.00 910.34 0.063 0.07 4.216 A
Ferry Street 525.00 522.67 222.16 0.00 1421.13 0.369 0.58 3.996 A
Coronation
Street351.00 349.33 509.09 0.00 1184.29 0.296 0.42 4.303 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 353.99 272.26 0.00 1081.55 0.327 0.48 4.947 A
Commercial
Road271.00 271.00 489.71 0.00 1180.62 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.45 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 524.99 223.24 0.00 1420.50 0.370 0.58 4.019 A
Coronation
Street351.00 350.99 511.35 0.00 1182.94 0.297 0.42 4.326 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 272.26 0.00 1081.55 0.327 0.49 4.947 A
Commercial
Road271.00 271.00 489.72 0.00 1180.61 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.46 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 525.00 223.24 0.00 1420.50 0.370 0.58 4.019 A
Coronation
Street351.00 351.00 511.36 0.00 1182.94 0.297 0.42 4.326 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 272.26 0.00 1081.55 0.327 0.49 4.947 A
Commercial
Road271.00 271.00 489.72 0.00 1180.61 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.46 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 525.00 223.24 0.00 1420.50 0.370 0.59 4.019 A
Coronation
Street351.00 351.00 511.36 0.00 1182.94 0.297 0.42 4.326 A
Generated on 07/03/2014 10:24:51 using Junctions 8 (8.0.2.316)
5
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:24:50
« (Default Analysis Set) - Base 2020, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM " model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:24:50
File summary
Analysis Options
Units
(Default Analysis Set) - Base 2020, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Base 2020
Station Road 0.49 4.95 0.33 A
Commercial Road 0.30 3.96 0.23 A
Harton Quay 0.07 4.23 0.06 A
Ferry Street 0.59 4.02 0.37 A
Coronation Street 0.42 4.33 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Base
2020, PM
Base
2020PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.30 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 354.00 100.000
Commercial Road FLAT 271.00 100.000
Harton Quay FLAT 57.00 100.000
Ferry Street FLAT 525.00 100.000
Coronation Street FLAT 351.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.33 4.95 0.49 A
Commercial Road 0.23 3.96 0.30 A
Harton Quay 0.06 4.23 0.07 A
Ferry Street 0.37 4.02 0.59 A
Coronation Street 0.30 4.33 0.42 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 352.07 270.98 0.00 1082.25 0.327 0.48 4.917 A
Commercial
Road271.00 269.82 487.17 0.00 1182.15 0.229 0.30 3.941 A
Harton Quay 57.00 56.73 676.12 0.00 910.34 0.063 0.07 4.216 A
Ferry Street 525.00 522.67 222.16 0.00 1421.13 0.369 0.58 3.996 A
Coronation
Street351.00 349.33 509.09 0.00 1184.29 0.296 0.42 4.303 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 353.99 272.26 0.00 1081.55 0.327 0.48 4.947 A
Commercial
Road271.00 271.00 489.71 0.00 1180.62 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.45 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 524.99 223.24 0.00 1420.50 0.370 0.58 4.019 A
Coronation
Street351.00 350.99 511.35 0.00 1182.94 0.297 0.42 4.326 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 272.26 0.00 1081.55 0.327 0.49 4.947 A
Commercial
Road271.00 271.00 489.72 0.00 1180.61 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.46 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 525.00 223.24 0.00 1420.50 0.370 0.58 4.019 A
Coronation
Street351.00 351.00 511.36 0.00 1182.94 0.297 0.42 4.326 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 272.26 0.00 1081.55 0.327 0.49 4.947 A
Commercial
Road271.00 271.00 489.72 0.00 1180.61 0.230 0.30 3.957 A
Harton Quay 57.00 57.00 679.46 0.00 908.52 0.063 0.07 4.227 A
Ferry Street 525.00 525.00 223.24 0.00 1420.50 0.370 0.59 4.019 A
Coronation
Street351.00 351.00 511.36 0.00 1182.94 0.297 0.42 4.326 A
Generated on 07/03/2014 10:24:51 using Junctions 8 (8.0.2.316)
6
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:52:28
« (Default Analysis Set) - Dev+Base 2015, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM " model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:52:28
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2015, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2015
Station Road 0.68 5.23 0.40 A
Commercial Road 0.46 4.51 0.32 A
Harton Quay 0.02 4.35 0.02 A
Ferry Street 0.27 3.24 0.21 A
Coronation Street 0.16 3.20 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2015, AM
Dev+Base
2015AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.31 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 467.00 100.000
Commercial Road FLAT 370.00 100.000
Harton Quay FLAT 18.00 100.000
Ferry Street FLAT 295.00 100.000
Coronation Street FLAT 177.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.40 5.23 0.68 A
Commercial Road 0.32 4.51 0.46 A
Harton Quay 0.02 4.35 0.02 A
Ferry Street 0.21 3.24 0.27 A
Coronation Street 0.14 3.20 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 464.31 136.58 0.00 1155.02 0.404 0.67 5.193 A
Commercial
Road370.00 368.16 508.87 0.00 1169.04 0.317 0.46 4.485 A
Harton Quay 18.00 17.91 789.85 0.00 848.30 0.021 0.02 4.335 A
Ferry Street 295.00 293.94 250.01 0.00 1404.99 0.210 0.26 3.237 A
Coronation
Street177.00 176.37 310.97 0.00 1301.93 0.136 0.16 3.196 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 466.99 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 369.99 511.62 0.00 1167.38 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 793.98 0.00 846.05 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.34 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 467.00 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 370.00 511.63 0.00 1167.37 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 793.99 0.00 846.04 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.35 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 467.00 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 370.00 511.63 0.00 1167.37 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 794.00 0.00 846.04 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.35 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
Generated on 07/03/2014 10:52:30 using Junctions 8 (8.0.2.316)
1
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:52:28
« (Default Analysis Set) - Dev+Base 2015, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM " model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:52:28
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2015, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2015
Station Road 0.68 5.23 0.40 A
Commercial Road 0.46 4.51 0.32 A
Harton Quay 0.02 4.35 0.02 A
Ferry Street 0.27 3.24 0.21 A
Coronation Street 0.16 3.20 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2015, AM
Dev+Base
2015AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.31 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 467.00 100.000
Commercial Road FLAT 370.00 100.000
Harton Quay FLAT 18.00 100.000
Ferry Street FLAT 295.00 100.000
Coronation Street FLAT 177.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.40 5.23 0.68 A
Commercial Road 0.32 4.51 0.46 A
Harton Quay 0.02 4.35 0.02 A
Ferry Street 0.21 3.24 0.27 A
Coronation Street 0.14 3.20 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 464.31 136.58 0.00 1155.02 0.404 0.67 5.193 A
Commercial
Road370.00 368.16 508.87 0.00 1169.04 0.317 0.46 4.485 A
Harton Quay 18.00 17.91 789.85 0.00 848.30 0.021 0.02 4.335 A
Ferry Street 295.00 293.94 250.01 0.00 1404.99 0.210 0.26 3.237 A
Coronation
Street177.00 176.37 310.97 0.00 1301.93 0.136 0.16 3.196 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 466.99 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 369.99 511.62 0.00 1167.38 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 793.98 0.00 846.05 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.34 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 467.00 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 370.00 511.63 0.00 1167.37 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 793.99 0.00 846.04 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.35 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 467.00 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 370.00 511.63 0.00 1167.37 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 794.00 0.00 846.04 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.35 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
Generated on 07/03/2014 10:52:30 using Junctions 8 (8.0.2.316)
2
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:52:28
« (Default Analysis Set) - Dev+Base 2015, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM " model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:52:28
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2015, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2015
Station Road 0.68 5.23 0.40 A
Commercial Road 0.46 4.51 0.32 A
Harton Quay 0.02 4.35 0.02 A
Ferry Street 0.27 3.24 0.21 A
Coronation Street 0.16 3.20 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2015, AM
Dev+Base
2015AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.31 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 467.00 100.000
Commercial Road FLAT 370.00 100.000
Harton Quay FLAT 18.00 100.000
Ferry Street FLAT 295.00 100.000
Coronation Street FLAT 177.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.40 5.23 0.68 A
Commercial Road 0.32 4.51 0.46 A
Harton Quay 0.02 4.35 0.02 A
Ferry Street 0.21 3.24 0.27 A
Coronation Street 0.14 3.20 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 464.31 136.58 0.00 1155.02 0.404 0.67 5.193 A
Commercial
Road370.00 368.16 508.87 0.00 1169.04 0.317 0.46 4.485 A
Harton Quay 18.00 17.91 789.85 0.00 848.30 0.021 0.02 4.335 A
Ferry Street 295.00 293.94 250.01 0.00 1404.99 0.210 0.26 3.237 A
Coronation
Street177.00 176.37 310.97 0.00 1301.93 0.136 0.16 3.196 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 466.99 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 369.99 511.62 0.00 1167.38 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 793.98 0.00 846.05 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.34 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 467.00 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 370.00 511.63 0.00 1167.37 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 793.99 0.00 846.04 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.35 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 467.00 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 370.00 511.63 0.00 1167.37 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 794.00 0.00 846.04 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.35 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
Generated on 07/03/2014 10:52:30 using Junctions 8 (8.0.2.316)
3
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:52:28
« (Default Analysis Set) - Dev+Base 2015, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM " model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:52:28
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2015, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2015
Station Road 0.68 5.23 0.40 A
Commercial Road 0.46 4.51 0.32 A
Harton Quay 0.02 4.35 0.02 A
Ferry Street 0.27 3.24 0.21 A
Coronation Street 0.16 3.20 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2015, AM
Dev+Base
2015AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.31 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 467.00 100.000
Commercial Road FLAT 370.00 100.000
Harton Quay FLAT 18.00 100.000
Ferry Street FLAT 295.00 100.000
Coronation Street FLAT 177.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.40 5.23 0.68 A
Commercial Road 0.32 4.51 0.46 A
Harton Quay 0.02 4.35 0.02 A
Ferry Street 0.21 3.24 0.27 A
Coronation Street 0.14 3.20 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 464.31 136.58 0.00 1155.02 0.404 0.67 5.193 A
Commercial
Road370.00 368.16 508.87 0.00 1169.04 0.317 0.46 4.485 A
Harton Quay 18.00 17.91 789.85 0.00 848.30 0.021 0.02 4.335 A
Ferry Street 295.00 293.94 250.01 0.00 1404.99 0.210 0.26 3.237 A
Coronation
Street177.00 176.37 310.97 0.00 1301.93 0.136 0.16 3.196 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 466.99 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 369.99 511.62 0.00 1167.38 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 793.98 0.00 846.05 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.34 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 467.00 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 370.00 511.63 0.00 1167.37 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 793.99 0.00 846.04 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.35 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 467.00 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 370.00 511.63 0.00 1167.37 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 794.00 0.00 846.04 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.35 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
Generated on 07/03/2014 10:52:30 using Junctions 8 (8.0.2.316)
4
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:52:28
« (Default Analysis Set) - Dev+Base 2015, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM " model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:52:28
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2015, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2015
Station Road 0.68 5.23 0.40 A
Commercial Road 0.46 4.51 0.32 A
Harton Quay 0.02 4.35 0.02 A
Ferry Street 0.27 3.24 0.21 A
Coronation Street 0.16 3.20 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2015, AM
Dev+Base
2015AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.31 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 467.00 100.000
Commercial Road FLAT 370.00 100.000
Harton Quay FLAT 18.00 100.000
Ferry Street FLAT 295.00 100.000
Coronation Street FLAT 177.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.40 5.23 0.68 A
Commercial Road 0.32 4.51 0.46 A
Harton Quay 0.02 4.35 0.02 A
Ferry Street 0.21 3.24 0.27 A
Coronation Street 0.14 3.20 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 464.31 136.58 0.00 1155.02 0.404 0.67 5.193 A
Commercial
Road370.00 368.16 508.87 0.00 1169.04 0.317 0.46 4.485 A
Harton Quay 18.00 17.91 789.85 0.00 848.30 0.021 0.02 4.335 A
Ferry Street 295.00 293.94 250.01 0.00 1404.99 0.210 0.26 3.237 A
Coronation
Street177.00 176.37 310.97 0.00 1301.93 0.136 0.16 3.196 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 466.99 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 369.99 511.62 0.00 1167.38 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 793.98 0.00 846.05 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.34 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 467.00 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 370.00 511.63 0.00 1167.37 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 793.99 0.00 846.04 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.35 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 467.00 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 370.00 511.63 0.00 1167.37 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 794.00 0.00 846.04 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.35 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
Generated on 07/03/2014 10:52:30 using Junctions 8 (8.0.2.316)
5
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:52:28
« (Default Analysis Set) - Dev+Base 2015, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM " model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:52:28
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2015, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2015
Station Road 0.68 5.23 0.40 A
Commercial Road 0.46 4.51 0.32 A
Harton Quay 0.02 4.35 0.02 A
Ferry Street 0.27 3.24 0.21 A
Coronation Street 0.16 3.20 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2015, AM
Dev+Base
2015AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.31 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 467.00 100.000
Commercial Road FLAT 370.00 100.000
Harton Quay FLAT 18.00 100.000
Ferry Street FLAT 295.00 100.000
Coronation Street FLAT 177.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.40 5.23 0.68 A
Commercial Road 0.32 4.51 0.46 A
Harton Quay 0.02 4.35 0.02 A
Ferry Street 0.21 3.24 0.27 A
Coronation Street 0.14 3.20 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 464.31 136.58 0.00 1155.02 0.404 0.67 5.193 A
Commercial
Road370.00 368.16 508.87 0.00 1169.04 0.317 0.46 4.485 A
Harton Quay 18.00 17.91 789.85 0.00 848.30 0.021 0.02 4.335 A
Ferry Street 295.00 293.94 250.01 0.00 1404.99 0.210 0.26 3.237 A
Coronation
Street177.00 176.37 310.97 0.00 1301.93 0.136 0.16 3.196 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 466.99 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 369.99 511.62 0.00 1167.38 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 793.98 0.00 846.05 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.34 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 467.00 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 370.00 511.63 0.00 1167.37 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 793.99 0.00 846.04 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.35 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 467.00 467.00 137.07 0.00 1154.75 0.404 0.68 5.233 A
Commercial
Road370.00 370.00 511.63 0.00 1167.37 0.317 0.46 4.514 A
Harton Quay 18.00 18.00 794.00 0.00 846.04 0.021 0.02 4.347 A
Ferry Street 295.00 295.00 251.35 0.00 1404.21 0.210 0.27 3.244 A
Coronation
Street177.00 177.00 312.19 0.00 1301.21 0.136 0.16 3.201 A
Generated on 07/03/2014 10:52:30 using Junctions 8 (8.0.2.316)
6
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:54:32
« (Default Analysis Set) - Dev+Base 2015, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM " model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:54:32
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2015, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2015
Station Road 0.47 4.92 0.32 A
Commercial Road 0.29 3.91 0.22 A
Harton Quay 0.13 4.45 0.12 A
Ferry Street 0.60 4.11 0.37 A
Coronation Street 0.42 4.40 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2015, PM
Dev+Base
2015PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.34 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 347.00 100.000
Commercial Road FLAT 266.00 100.000
Harton Quay FLAT 106.00 100.000
Ferry Street FLAT 523.00 100.000
Coronation Street FLAT 345.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.32 4.92 0.47 A
Commercial Road 0.22 3.91 0.29 A
Harton Quay 0.12 4.45 0.13 A
Ferry Street 0.37 4.11 0.60 A
Coronation Street 0.30 4.40 0.42 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 345.12 275.48 0.00 1079.81 0.321 0.47 4.889 A
Commercial
Road266.00 264.85 478.17 0.00 1187.59 0.224 0.29 3.896 A
Harton Quay 106.00 105.48 663.45 0.00 917.25 0.116 0.13 4.432 A
Ferry Street 523.00 520.63 258.95 0.00 1399.80 0.374 0.59 4.084 A
Coronation
Street345.00 343.33 543.90 0.00 1163.61 0.296 0.42 4.380 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 346.99 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.66 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.71 0.00 915.47 0.116 0.13 4.446 A
Ferry Street 523.00 522.99 260.22 0.00 1399.07 0.374 0.59 4.108 A
Coronation
Street345.00 344.99 546.39 0.00 1162.13 0.297 0.42 4.405 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.67 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.72 0.00 915.47 0.116 0.13 4.447 A
Ferry Street 523.00 523.00 260.22 0.00 1399.06 0.374 0.60 4.108 A
Coronation
Street345.00 345.00 546.40 0.00 1162.13 0.297 0.42 4.405 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.67 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.72 0.00 915.47 0.116 0.13 4.447 A
Ferry Street 523.00 523.00 260.22 0.00 1399.06 0.374 0.60 4.108 A
Coronation
Street345.00 345.00 546.40 0.00 1162.13 0.297 0.42 4.405 A
Generated on 07/03/2014 10:54:33 using Junctions 8 (8.0.2.316)
1
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:54:32
« (Default Analysis Set) - Dev+Base 2015, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM " model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:54:32
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2015, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2015
Station Road 0.47 4.92 0.32 A
Commercial Road 0.29 3.91 0.22 A
Harton Quay 0.13 4.45 0.12 A
Ferry Street 0.60 4.11 0.37 A
Coronation Street 0.42 4.40 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2015, PM
Dev+Base
2015PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.34 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 347.00 100.000
Commercial Road FLAT 266.00 100.000
Harton Quay FLAT 106.00 100.000
Ferry Street FLAT 523.00 100.000
Coronation Street FLAT 345.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.32 4.92 0.47 A
Commercial Road 0.22 3.91 0.29 A
Harton Quay 0.12 4.45 0.13 A
Ferry Street 0.37 4.11 0.60 A
Coronation Street 0.30 4.40 0.42 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 345.12 275.48 0.00 1079.81 0.321 0.47 4.889 A
Commercial
Road266.00 264.85 478.17 0.00 1187.59 0.224 0.29 3.896 A
Harton Quay 106.00 105.48 663.45 0.00 917.25 0.116 0.13 4.432 A
Ferry Street 523.00 520.63 258.95 0.00 1399.80 0.374 0.59 4.084 A
Coronation
Street345.00 343.33 543.90 0.00 1163.61 0.296 0.42 4.380 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 346.99 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.66 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.71 0.00 915.47 0.116 0.13 4.446 A
Ferry Street 523.00 522.99 260.22 0.00 1399.07 0.374 0.59 4.108 A
Coronation
Street345.00 344.99 546.39 0.00 1162.13 0.297 0.42 4.405 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.67 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.72 0.00 915.47 0.116 0.13 4.447 A
Ferry Street 523.00 523.00 260.22 0.00 1399.06 0.374 0.60 4.108 A
Coronation
Street345.00 345.00 546.40 0.00 1162.13 0.297 0.42 4.405 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.67 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.72 0.00 915.47 0.116 0.13 4.447 A
Ferry Street 523.00 523.00 260.22 0.00 1399.06 0.374 0.60 4.108 A
Coronation
Street345.00 345.00 546.40 0.00 1162.13 0.297 0.42 4.405 A
Generated on 07/03/2014 10:54:33 using Junctions 8 (8.0.2.316)
2
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:54:32
« (Default Analysis Set) - Dev+Base 2015, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM " model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:54:32
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2015, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2015
Station Road 0.47 4.92 0.32 A
Commercial Road 0.29 3.91 0.22 A
Harton Quay 0.13 4.45 0.12 A
Ferry Street 0.60 4.11 0.37 A
Coronation Street 0.42 4.40 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2015, PM
Dev+Base
2015PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.34 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 347.00 100.000
Commercial Road FLAT 266.00 100.000
Harton Quay FLAT 106.00 100.000
Ferry Street FLAT 523.00 100.000
Coronation Street FLAT 345.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.32 4.92 0.47 A
Commercial Road 0.22 3.91 0.29 A
Harton Quay 0.12 4.45 0.13 A
Ferry Street 0.37 4.11 0.60 A
Coronation Street 0.30 4.40 0.42 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 345.12 275.48 0.00 1079.81 0.321 0.47 4.889 A
Commercial
Road266.00 264.85 478.17 0.00 1187.59 0.224 0.29 3.896 A
Harton Quay 106.00 105.48 663.45 0.00 917.25 0.116 0.13 4.432 A
Ferry Street 523.00 520.63 258.95 0.00 1399.80 0.374 0.59 4.084 A
Coronation
Street345.00 343.33 543.90 0.00 1163.61 0.296 0.42 4.380 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 346.99 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.66 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.71 0.00 915.47 0.116 0.13 4.446 A
Ferry Street 523.00 522.99 260.22 0.00 1399.07 0.374 0.59 4.108 A
Coronation
Street345.00 344.99 546.39 0.00 1162.13 0.297 0.42 4.405 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.67 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.72 0.00 915.47 0.116 0.13 4.447 A
Ferry Street 523.00 523.00 260.22 0.00 1399.06 0.374 0.60 4.108 A
Coronation
Street345.00 345.00 546.40 0.00 1162.13 0.297 0.42 4.405 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.67 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.72 0.00 915.47 0.116 0.13 4.447 A
Ferry Street 523.00 523.00 260.22 0.00 1399.06 0.374 0.60 4.108 A
Coronation
Street345.00 345.00 546.40 0.00 1162.13 0.297 0.42 4.405 A
Generated on 07/03/2014 10:54:33 using Junctions 8 (8.0.2.316)
3
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:54:32
« (Default Analysis Set) - Dev+Base 2015, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM " model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:54:32
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2015, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2015
Station Road 0.47 4.92 0.32 A
Commercial Road 0.29 3.91 0.22 A
Harton Quay 0.13 4.45 0.12 A
Ferry Street 0.60 4.11 0.37 A
Coronation Street 0.42 4.40 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2015, PM
Dev+Base
2015PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.34 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 347.00 100.000
Commercial Road FLAT 266.00 100.000
Harton Quay FLAT 106.00 100.000
Ferry Street FLAT 523.00 100.000
Coronation Street FLAT 345.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.32 4.92 0.47 A
Commercial Road 0.22 3.91 0.29 A
Harton Quay 0.12 4.45 0.13 A
Ferry Street 0.37 4.11 0.60 A
Coronation Street 0.30 4.40 0.42 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 345.12 275.48 0.00 1079.81 0.321 0.47 4.889 A
Commercial
Road266.00 264.85 478.17 0.00 1187.59 0.224 0.29 3.896 A
Harton Quay 106.00 105.48 663.45 0.00 917.25 0.116 0.13 4.432 A
Ferry Street 523.00 520.63 258.95 0.00 1399.80 0.374 0.59 4.084 A
Coronation
Street345.00 343.33 543.90 0.00 1163.61 0.296 0.42 4.380 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 346.99 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.66 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.71 0.00 915.47 0.116 0.13 4.446 A
Ferry Street 523.00 522.99 260.22 0.00 1399.07 0.374 0.59 4.108 A
Coronation
Street345.00 344.99 546.39 0.00 1162.13 0.297 0.42 4.405 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.67 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.72 0.00 915.47 0.116 0.13 4.447 A
Ferry Street 523.00 523.00 260.22 0.00 1399.06 0.374 0.60 4.108 A
Coronation
Street345.00 345.00 546.40 0.00 1162.13 0.297 0.42 4.405 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.67 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.72 0.00 915.47 0.116 0.13 4.447 A
Ferry Street 523.00 523.00 260.22 0.00 1399.06 0.374 0.60 4.108 A
Coronation
Street345.00 345.00 546.40 0.00 1162.13 0.297 0.42 4.405 A
Generated on 07/03/2014 10:54:33 using Junctions 8 (8.0.2.316)
4
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:54:32
« (Default Analysis Set) - Dev+Base 2015, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM " model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:54:32
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2015, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2015
Station Road 0.47 4.92 0.32 A
Commercial Road 0.29 3.91 0.22 A
Harton Quay 0.13 4.45 0.12 A
Ferry Street 0.60 4.11 0.37 A
Coronation Street 0.42 4.40 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2015, PM
Dev+Base
2015PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.34 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 347.00 100.000
Commercial Road FLAT 266.00 100.000
Harton Quay FLAT 106.00 100.000
Ferry Street FLAT 523.00 100.000
Coronation Street FLAT 345.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.32 4.92 0.47 A
Commercial Road 0.22 3.91 0.29 A
Harton Quay 0.12 4.45 0.13 A
Ferry Street 0.37 4.11 0.60 A
Coronation Street 0.30 4.40 0.42 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 345.12 275.48 0.00 1079.81 0.321 0.47 4.889 A
Commercial
Road266.00 264.85 478.17 0.00 1187.59 0.224 0.29 3.896 A
Harton Quay 106.00 105.48 663.45 0.00 917.25 0.116 0.13 4.432 A
Ferry Street 523.00 520.63 258.95 0.00 1399.80 0.374 0.59 4.084 A
Coronation
Street345.00 343.33 543.90 0.00 1163.61 0.296 0.42 4.380 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 346.99 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.66 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.71 0.00 915.47 0.116 0.13 4.446 A
Ferry Street 523.00 522.99 260.22 0.00 1399.07 0.374 0.59 4.108 A
Coronation
Street345.00 344.99 546.39 0.00 1162.13 0.297 0.42 4.405 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.67 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.72 0.00 915.47 0.116 0.13 4.447 A
Ferry Street 523.00 523.00 260.22 0.00 1399.06 0.374 0.60 4.108 A
Coronation
Street345.00 345.00 546.40 0.00 1162.13 0.297 0.42 4.405 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.67 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.72 0.00 915.47 0.116 0.13 4.447 A
Ferry Street 523.00 523.00 260.22 0.00 1399.06 0.374 0.60 4.108 A
Coronation
Street345.00 345.00 546.40 0.00 1162.13 0.297 0.42 4.405 A
Generated on 07/03/2014 10:54:33 using Junctions 8 (8.0.2.316)
5
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:54:32
« (Default Analysis Set) - Dev+Base 2015, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM " model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:54:32
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2015, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2015
Station Road 0.47 4.92 0.32 A
Commercial Road 0.29 3.91 0.22 A
Harton Quay 0.13 4.45 0.12 A
Ferry Street 0.60 4.11 0.37 A
Coronation Street 0.42 4.40 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2015, PM
Dev+Base
2015PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.34 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 347.00 100.000
Commercial Road FLAT 266.00 100.000
Harton Quay FLAT 106.00 100.000
Ferry Street FLAT 523.00 100.000
Coronation Street FLAT 345.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.32 4.92 0.47 A
Commercial Road 0.22 3.91 0.29 A
Harton Quay 0.12 4.45 0.13 A
Ferry Street 0.37 4.11 0.60 A
Coronation Street 0.30 4.40 0.42 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 345.12 275.48 0.00 1079.81 0.321 0.47 4.889 A
Commercial
Road266.00 264.85 478.17 0.00 1187.59 0.224 0.29 3.896 A
Harton Quay 106.00 105.48 663.45 0.00 917.25 0.116 0.13 4.432 A
Ferry Street 523.00 520.63 258.95 0.00 1399.80 0.374 0.59 4.084 A
Coronation
Street345.00 343.33 543.90 0.00 1163.61 0.296 0.42 4.380 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 346.99 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.66 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.71 0.00 915.47 0.116 0.13 4.446 A
Ferry Street 523.00 522.99 260.22 0.00 1399.07 0.374 0.59 4.108 A
Coronation
Street345.00 344.99 546.39 0.00 1162.13 0.297 0.42 4.405 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.67 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.72 0.00 915.47 0.116 0.13 4.447 A
Ferry Street 523.00 523.00 260.22 0.00 1399.06 0.374 0.60 4.108 A
Coronation
Street345.00 345.00 546.40 0.00 1162.13 0.297 0.42 4.405 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 347.00 347.00 276.81 0.00 1079.09 0.322 0.47 4.916 A
Commercial
Road266.00 266.00 480.67 0.00 1186.08 0.224 0.29 3.912 A
Harton Quay 106.00 106.00 666.72 0.00 915.47 0.116 0.13 4.447 A
Ferry Street 523.00 523.00 260.22 0.00 1399.06 0.374 0.60 4.108 A
Coronation
Street345.00 345.00 546.40 0.00 1162.13 0.297 0.42 4.405 A
Generated on 07/03/2014 10:54:33 using Junctions 8 (8.0.2.316)
6
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:55:01
« (Default Analysis Set) - Dev+Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM " model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:55:01
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.70 5.31 0.41 A
Commercial Road 0.48 4.59 0.32 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.27 3.27 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, AM
Dev+Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.36 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 475.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.41 5.31 0.70 A
Commercial Road 0.32 4.59 0.48 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.21 3.27 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 472.23 139.73 0.00 1153.31 0.412 0.69 5.265 A
Commercial
Road377.00 375.10 517.99 0.00 1163.53 0.324 0.48 4.555 A
Harton Quay 19.00 18.91 804.30 0.00 840.42 0.023 0.02 4.382 A
Ferry Street 301.00 299.91 255.05 0.00 1402.06 0.215 0.27 3.263 A
Coronation
Street181.00 180.35 317.68 0.00 1297.95 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 474.99 140.23 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 376.99 520.83 0.00 1161.82 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.56 0.00 838.10 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:55:02 using Junctions 8 (8.0.2.316)
1
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:55:01
« (Default Analysis Set) - Dev+Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM " model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:55:01
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.70 5.31 0.41 A
Commercial Road 0.48 4.59 0.32 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.27 3.27 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, AM
Dev+Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.36 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 475.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.41 5.31 0.70 A
Commercial Road 0.32 4.59 0.48 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.21 3.27 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 472.23 139.73 0.00 1153.31 0.412 0.69 5.265 A
Commercial
Road377.00 375.10 517.99 0.00 1163.53 0.324 0.48 4.555 A
Harton Quay 19.00 18.91 804.30 0.00 840.42 0.023 0.02 4.382 A
Ferry Street 301.00 299.91 255.05 0.00 1402.06 0.215 0.27 3.263 A
Coronation
Street181.00 180.35 317.68 0.00 1297.95 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 474.99 140.23 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 376.99 520.83 0.00 1161.82 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.56 0.00 838.10 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:55:02 using Junctions 8 (8.0.2.316)
2
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:55:01
« (Default Analysis Set) - Dev+Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM " model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:55:01
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.70 5.31 0.41 A
Commercial Road 0.48 4.59 0.32 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.27 3.27 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, AM
Dev+Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.36 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 475.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.41 5.31 0.70 A
Commercial Road 0.32 4.59 0.48 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.21 3.27 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 472.23 139.73 0.00 1153.31 0.412 0.69 5.265 A
Commercial
Road377.00 375.10 517.99 0.00 1163.53 0.324 0.48 4.555 A
Harton Quay 19.00 18.91 804.30 0.00 840.42 0.023 0.02 4.382 A
Ferry Street 301.00 299.91 255.05 0.00 1402.06 0.215 0.27 3.263 A
Coronation
Street181.00 180.35 317.68 0.00 1297.95 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 474.99 140.23 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 376.99 520.83 0.00 1161.82 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.56 0.00 838.10 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:55:02 using Junctions 8 (8.0.2.316)
3
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:55:01
« (Default Analysis Set) - Dev+Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM " model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:55:01
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.70 5.31 0.41 A
Commercial Road 0.48 4.59 0.32 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.27 3.27 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, AM
Dev+Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.36 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 475.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.41 5.31 0.70 A
Commercial Road 0.32 4.59 0.48 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.21 3.27 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 472.23 139.73 0.00 1153.31 0.412 0.69 5.265 A
Commercial
Road377.00 375.10 517.99 0.00 1163.53 0.324 0.48 4.555 A
Harton Quay 19.00 18.91 804.30 0.00 840.42 0.023 0.02 4.382 A
Ferry Street 301.00 299.91 255.05 0.00 1402.06 0.215 0.27 3.263 A
Coronation
Street181.00 180.35 317.68 0.00 1297.95 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 474.99 140.23 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 376.99 520.83 0.00 1161.82 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.56 0.00 838.10 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:55:02 using Junctions 8 (8.0.2.316)
4
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:55:01
« (Default Analysis Set) - Dev+Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM " model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:55:01
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.70 5.31 0.41 A
Commercial Road 0.48 4.59 0.32 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.27 3.27 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, AM
Dev+Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.36 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 475.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.41 5.31 0.70 A
Commercial Road 0.32 4.59 0.48 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.21 3.27 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 472.23 139.73 0.00 1153.31 0.412 0.69 5.265 A
Commercial
Road377.00 375.10 517.99 0.00 1163.53 0.324 0.48 4.555 A
Harton Quay 19.00 18.91 804.30 0.00 840.42 0.023 0.02 4.382 A
Ferry Street 301.00 299.91 255.05 0.00 1402.06 0.215 0.27 3.263 A
Coronation
Street181.00 180.35 317.68 0.00 1297.95 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 474.99 140.23 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 376.99 520.83 0.00 1161.82 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.56 0.00 838.10 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:55:02 using Junctions 8 (8.0.2.316)
5
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:55:01
« (Default Analysis Set) - Dev+Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM " model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:55:01
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.70 5.31 0.41 A
Commercial Road 0.48 4.59 0.32 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.27 3.27 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, AM
Dev+Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.36 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 475.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.41 5.31 0.70 A
Commercial Road 0.32 4.59 0.48 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.21 3.27 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 472.23 139.73 0.00 1153.31 0.412 0.69 5.265 A
Commercial
Road377.00 375.10 517.99 0.00 1163.53 0.324 0.48 4.555 A
Harton Quay 19.00 18.91 804.30 0.00 840.42 0.023 0.02 4.382 A
Ferry Street 301.00 299.91 255.05 0.00 1402.06 0.215 0.27 3.263 A
Coronation
Street181.00 180.35 317.68 0.00 1297.95 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 474.99 140.23 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 376.99 520.83 0.00 1161.82 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.56 0.00 838.10 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:55:02 using Junctions 8 (8.0.2.316)
6
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:55:01
« (Default Analysis Set) - Dev+Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM " model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:55:01
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.70 5.31 0.41 A
Commercial Road 0.48 4.59 0.32 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.27 3.27 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, AM
Dev+Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.36 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 475.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.41 5.31 0.70 A
Commercial Road 0.32 4.59 0.48 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.21 3.27 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 472.23 139.73 0.00 1153.31 0.412 0.69 5.265 A
Commercial
Road377.00 375.10 517.99 0.00 1163.53 0.324 0.48 4.555 A
Harton Quay 19.00 18.91 804.30 0.00 840.42 0.023 0.02 4.382 A
Ferry Street 301.00 299.91 255.05 0.00 1402.06 0.215 0.27 3.263 A
Coronation
Street181.00 180.35 317.68 0.00 1297.95 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 474.99 140.23 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 376.99 520.83 0.00 1161.82 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.56 0.00 838.10 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:55:02 using Junctions 8 (8.0.2.316)
1
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:55:01
« (Default Analysis Set) - Dev+Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM " model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:55:01
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.70 5.31 0.41 A
Commercial Road 0.48 4.59 0.32 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.27 3.27 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, AM
Dev+Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.36 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 475.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.41 5.31 0.70 A
Commercial Road 0.32 4.59 0.48 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.21 3.27 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 472.23 139.73 0.00 1153.31 0.412 0.69 5.265 A
Commercial
Road377.00 375.10 517.99 0.00 1163.53 0.324 0.48 4.555 A
Harton Quay 19.00 18.91 804.30 0.00 840.42 0.023 0.02 4.382 A
Ferry Street 301.00 299.91 255.05 0.00 1402.06 0.215 0.27 3.263 A
Coronation
Street181.00 180.35 317.68 0.00 1297.95 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 474.99 140.23 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 376.99 520.83 0.00 1161.82 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.56 0.00 838.10 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:55:02 using Junctions 8 (8.0.2.316)
2
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:55:01
« (Default Analysis Set) - Dev+Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM " model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:55:01
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.70 5.31 0.41 A
Commercial Road 0.48 4.59 0.32 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.27 3.27 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, AM
Dev+Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.36 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 475.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.41 5.31 0.70 A
Commercial Road 0.32 4.59 0.48 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.21 3.27 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 472.23 139.73 0.00 1153.31 0.412 0.69 5.265 A
Commercial
Road377.00 375.10 517.99 0.00 1163.53 0.324 0.48 4.555 A
Harton Quay 19.00 18.91 804.30 0.00 840.42 0.023 0.02 4.382 A
Ferry Street 301.00 299.91 255.05 0.00 1402.06 0.215 0.27 3.263 A
Coronation
Street181.00 180.35 317.68 0.00 1297.95 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 474.99 140.23 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 376.99 520.83 0.00 1161.82 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.56 0.00 838.10 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:55:02 using Junctions 8 (8.0.2.316)
3
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:55:01
« (Default Analysis Set) - Dev+Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM " model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:55:01
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.70 5.31 0.41 A
Commercial Road 0.48 4.59 0.32 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.27 3.27 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, AM
Dev+Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.36 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 475.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.41 5.31 0.70 A
Commercial Road 0.32 4.59 0.48 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.21 3.27 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 472.23 139.73 0.00 1153.31 0.412 0.69 5.265 A
Commercial
Road377.00 375.10 517.99 0.00 1163.53 0.324 0.48 4.555 A
Harton Quay 19.00 18.91 804.30 0.00 840.42 0.023 0.02 4.382 A
Ferry Street 301.00 299.91 255.05 0.00 1402.06 0.215 0.27 3.263 A
Coronation
Street181.00 180.35 317.68 0.00 1297.95 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 474.99 140.23 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 376.99 520.83 0.00 1161.82 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.56 0.00 838.10 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:55:02 using Junctions 8 (8.0.2.316)
4
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:55:01
« (Default Analysis Set) - Dev+Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM " model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:55:01
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.70 5.31 0.41 A
Commercial Road 0.48 4.59 0.32 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.27 3.27 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, AM
Dev+Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.36 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 475.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.41 5.31 0.70 A
Commercial Road 0.32 4.59 0.48 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.21 3.27 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 472.23 139.73 0.00 1153.31 0.412 0.69 5.265 A
Commercial
Road377.00 375.10 517.99 0.00 1163.53 0.324 0.48 4.555 A
Harton Quay 19.00 18.91 804.30 0.00 840.42 0.023 0.02 4.382 A
Ferry Street 301.00 299.91 255.05 0.00 1402.06 0.215 0.27 3.263 A
Coronation
Street181.00 180.35 317.68 0.00 1297.95 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 474.99 140.23 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 376.99 520.83 0.00 1161.82 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.56 0.00 838.10 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:55:02 using Junctions 8 (8.0.2.316)
5
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:55:01
« (Default Analysis Set) - Dev+Base 2020, AM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM " model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM" model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:55:01
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, AM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (08:00-08:15)
Main results: (08:15-08:30)
Main results: (08:30-08:45)
Main results: (08:45-09:00)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
AM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.70 5.31 0.41 A
Commercial Road 0.48 4.59 0.32 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.27 3.27 0.21 A
Coronation Street 0.16 3.22 0.14 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, AM
Dev+Base
2020AM FLAT 08:00 09:00 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.36 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 475.00 100.000
Commercial Road FLAT 377.00 100.000
Harton Quay FLAT 19.00 100.000
Ferry Street FLAT 301.00 100.000
Coronation Street FLAT 181.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.41 5.31 0.70 A
Commercial Road 0.32 4.59 0.48 A
Harton Quay 0.02 4.39 0.02 A
Ferry Street 0.21 3.27 0.27 A
Coronation Street 0.14 3.22 0.16 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 472.23 139.73 0.00 1153.31 0.412 0.69 5.265 A
Commercial
Road377.00 375.10 517.99 0.00 1163.53 0.324 0.48 4.555 A
Harton Quay 19.00 18.91 804.30 0.00 840.42 0.023 0.02 4.382 A
Ferry Street 301.00 299.91 255.05 0.00 1402.06 0.215 0.27 3.263 A
Coronation
Street181.00 180.35 317.68 0.00 1297.95 0.139 0.16 3.219 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 474.99 140.23 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 376.99 520.83 0.00 1161.82 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.56 0.00 838.10 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 475.00 475.00 140.24 0.00 1153.04 0.412 0.70 5.308 A
Commercial
Road377.00 377.00 520.84 0.00 1161.81 0.324 0.48 4.586 A
Harton Quay 19.00 19.00 808.58 0.00 838.09 0.023 0.02 4.394 A
Ferry Street 301.00 301.00 256.43 0.00 1401.26 0.215 0.27 3.271 A
Coronation
Street181.00 181.00 318.94 0.00 1297.20 0.140 0.16 3.224 A
Generated on 07/03/2014 10:55:02 using Junctions 8 (8.0.2.316)
6
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:28:00
« (Default Analysis Set) - Dev+Base 2020, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM " model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:28:00
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.49 4.98 0.33 A
Commercial Road 0.30 3.96 0.23 A
Harton Quay 0.13 4.49 0.12 A
Ferry Street 0.62 4.17 0.38 A
Coronation Street 0.43 4.47 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, PM
Dev+Base
2020PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.40 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 354.00 100.000
Commercial Road FLAT 271.00 100.000
Harton Quay FLAT 107.00 100.000
Ferry Street FLAT 533.00 100.000
Coronation Street FLAT 351.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.33 4.98 0.49 A
Commercial Road 0.23 3.96 0.30 A
Harton Quay 0.12 4.49 0.13 A
Ferry Street 0.38 4.17 0.62 A
Coronation Street 0.30 4.47 0.43 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 352.06 280.15 0.00 1077.28 0.329 0.49 4.951 A
Commercial
Road271.00 269.82 487.35 0.00 1182.04 0.229 0.30 3.942 A
Harton Quay 107.00 106.47 676.09 0.00 910.36 0.118 0.13 4.475 A
Ferry Street 533.00 530.55 263.11 0.00 1397.39 0.381 0.61 4.141 A
Coronation
Street351.00 349.27 553.47 0.00 1157.93 0.303 0.43 4.443 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 353.99 281.52 0.00 1076.54 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.93 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.44 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 532.99 264.41 0.00 1396.63 0.382 0.61 4.168 A
Coronation
Street351.00 350.99 556.04 0.00 1156.40 0.304 0.43 4.469 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 281.53 0.00 1076.53 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.94 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.46 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 533.00 264.42 0.00 1396.63 0.382 0.62 4.168 A
Coronation
Street351.00 351.00 556.04 0.00 1156.40 0.304 0.43 4.469 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 281.53 0.00 1076.53 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.94 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.46 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 533.00 264.42 0.00 1396.63 0.382 0.62 4.168 A
Coronation
Street351.00 351.00 556.05 0.00 1156.40 0.304 0.43 4.469 A
Generated on 07/03/2014 10:28:01 using Junctions 8 (8.0.2.316)
1
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:28:00
« (Default Analysis Set) - Dev+Base 2020, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM " model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:28:00
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.49 4.98 0.33 A
Commercial Road 0.30 3.96 0.23 A
Harton Quay 0.13 4.49 0.12 A
Ferry Street 0.62 4.17 0.38 A
Coronation Street 0.43 4.47 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, PM
Dev+Base
2020PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.40 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 354.00 100.000
Commercial Road FLAT 271.00 100.000
Harton Quay FLAT 107.00 100.000
Ferry Street FLAT 533.00 100.000
Coronation Street FLAT 351.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.33 4.98 0.49 A
Commercial Road 0.23 3.96 0.30 A
Harton Quay 0.12 4.49 0.13 A
Ferry Street 0.38 4.17 0.62 A
Coronation Street 0.30 4.47 0.43 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 352.06 280.15 0.00 1077.28 0.329 0.49 4.951 A
Commercial
Road271.00 269.82 487.35 0.00 1182.04 0.229 0.30 3.942 A
Harton Quay 107.00 106.47 676.09 0.00 910.36 0.118 0.13 4.475 A
Ferry Street 533.00 530.55 263.11 0.00 1397.39 0.381 0.61 4.141 A
Coronation
Street351.00 349.27 553.47 0.00 1157.93 0.303 0.43 4.443 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 353.99 281.52 0.00 1076.54 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.93 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.44 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 532.99 264.41 0.00 1396.63 0.382 0.61 4.168 A
Coronation
Street351.00 350.99 556.04 0.00 1156.40 0.304 0.43 4.469 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 281.53 0.00 1076.53 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.94 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.46 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 533.00 264.42 0.00 1396.63 0.382 0.62 4.168 A
Coronation
Street351.00 351.00 556.04 0.00 1156.40 0.304 0.43 4.469 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 281.53 0.00 1076.53 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.94 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.46 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 533.00 264.42 0.00 1396.63 0.382 0.62 4.168 A
Coronation
Street351.00 351.00 556.05 0.00 1156.40 0.304 0.43 4.469 A
Generated on 07/03/2014 10:28:01 using Junctions 8 (8.0.2.316)
2
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:28:00
« (Default Analysis Set) - Dev+Base 2020, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM " model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:28:00
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.49 4.98 0.33 A
Commercial Road 0.30 3.96 0.23 A
Harton Quay 0.13 4.49 0.12 A
Ferry Street 0.62 4.17 0.38 A
Coronation Street 0.43 4.47 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, PM
Dev+Base
2020PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.40 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 354.00 100.000
Commercial Road FLAT 271.00 100.000
Harton Quay FLAT 107.00 100.000
Ferry Street FLAT 533.00 100.000
Coronation Street FLAT 351.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.33 4.98 0.49 A
Commercial Road 0.23 3.96 0.30 A
Harton Quay 0.12 4.49 0.13 A
Ferry Street 0.38 4.17 0.62 A
Coronation Street 0.30 4.47 0.43 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 352.06 280.15 0.00 1077.28 0.329 0.49 4.951 A
Commercial
Road271.00 269.82 487.35 0.00 1182.04 0.229 0.30 3.942 A
Harton Quay 107.00 106.47 676.09 0.00 910.36 0.118 0.13 4.475 A
Ferry Street 533.00 530.55 263.11 0.00 1397.39 0.381 0.61 4.141 A
Coronation
Street351.00 349.27 553.47 0.00 1157.93 0.303 0.43 4.443 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 353.99 281.52 0.00 1076.54 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.93 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.44 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 532.99 264.41 0.00 1396.63 0.382 0.61 4.168 A
Coronation
Street351.00 350.99 556.04 0.00 1156.40 0.304 0.43 4.469 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 281.53 0.00 1076.53 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.94 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.46 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 533.00 264.42 0.00 1396.63 0.382 0.62 4.168 A
Coronation
Street351.00 351.00 556.04 0.00 1156.40 0.304 0.43 4.469 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 281.53 0.00 1076.53 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.94 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.46 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 533.00 264.42 0.00 1396.63 0.382 0.62 4.168 A
Coronation
Street351.00 351.00 556.05 0.00 1156.40 0.304 0.43 4.469 A
Generated on 07/03/2014 10:28:01 using Junctions 8 (8.0.2.316)
3
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:28:00
« (Default Analysis Set) - Dev+Base 2020, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM " model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:28:00
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.49 4.98 0.33 A
Commercial Road 0.30 3.96 0.23 A
Harton Quay 0.13 4.49 0.12 A
Ferry Street 0.62 4.17 0.38 A
Coronation Street 0.43 4.47 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, PM
Dev+Base
2020PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.40 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 354.00 100.000
Commercial Road FLAT 271.00 100.000
Harton Quay FLAT 107.00 100.000
Ferry Street FLAT 533.00 100.000
Coronation Street FLAT 351.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.33 4.98 0.49 A
Commercial Road 0.23 3.96 0.30 A
Harton Quay 0.12 4.49 0.13 A
Ferry Street 0.38 4.17 0.62 A
Coronation Street 0.30 4.47 0.43 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 352.06 280.15 0.00 1077.28 0.329 0.49 4.951 A
Commercial
Road271.00 269.82 487.35 0.00 1182.04 0.229 0.30 3.942 A
Harton Quay 107.00 106.47 676.09 0.00 910.36 0.118 0.13 4.475 A
Ferry Street 533.00 530.55 263.11 0.00 1397.39 0.381 0.61 4.141 A
Coronation
Street351.00 349.27 553.47 0.00 1157.93 0.303 0.43 4.443 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 353.99 281.52 0.00 1076.54 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.93 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.44 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 532.99 264.41 0.00 1396.63 0.382 0.61 4.168 A
Coronation
Street351.00 350.99 556.04 0.00 1156.40 0.304 0.43 4.469 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 281.53 0.00 1076.53 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.94 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.46 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 533.00 264.42 0.00 1396.63 0.382 0.62 4.168 A
Coronation
Street351.00 351.00 556.04 0.00 1156.40 0.304 0.43 4.469 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 281.53 0.00 1076.53 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.94 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.46 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 533.00 264.42 0.00 1396.63 0.382 0.62 4.168 A
Coronation
Street351.00 351.00 556.05 0.00 1156.40 0.304 0.43 4.469 A
Generated on 07/03/2014 10:28:01 using Junctions 8 (8.0.2.316)
4
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:28:00
« (Default Analysis Set) - Dev+Base 2020, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM " model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:28:00
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.49 4.98 0.33 A
Commercial Road 0.30 3.96 0.23 A
Harton Quay 0.13 4.49 0.12 A
Ferry Street 0.62 4.17 0.38 A
Coronation Street 0.43 4.47 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, PM
Dev+Base
2020PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.40 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 354.00 100.000
Commercial Road FLAT 271.00 100.000
Harton Quay FLAT 107.00 100.000
Ferry Street FLAT 533.00 100.000
Coronation Street FLAT 351.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.33 4.98 0.49 A
Commercial Road 0.23 3.96 0.30 A
Harton Quay 0.12 4.49 0.13 A
Ferry Street 0.38 4.17 0.62 A
Coronation Street 0.30 4.47 0.43 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 352.06 280.15 0.00 1077.28 0.329 0.49 4.951 A
Commercial
Road271.00 269.82 487.35 0.00 1182.04 0.229 0.30 3.942 A
Harton Quay 107.00 106.47 676.09 0.00 910.36 0.118 0.13 4.475 A
Ferry Street 533.00 530.55 263.11 0.00 1397.39 0.381 0.61 4.141 A
Coronation
Street351.00 349.27 553.47 0.00 1157.93 0.303 0.43 4.443 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 353.99 281.52 0.00 1076.54 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.93 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.44 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 532.99 264.41 0.00 1396.63 0.382 0.61 4.168 A
Coronation
Street351.00 350.99 556.04 0.00 1156.40 0.304 0.43 4.469 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 281.53 0.00 1076.53 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.94 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.46 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 533.00 264.42 0.00 1396.63 0.382 0.62 4.168 A
Coronation
Street351.00 351.00 556.04 0.00 1156.40 0.304 0.43 4.469 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 281.53 0.00 1076.53 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.94 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.46 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 533.00 264.42 0.00 1396.63 0.382 0.62 4.168 A
Coronation
Street351.00 351.00 556.05 0.00 1156.40 0.304 0.43 4.469 A
Generated on 07/03/2014 10:28:01 using Junctions 8 (8.0.2.316)
5
Filename: Coronation St Rdbt.arc8 Path: N:\PROJECTS\2012_13\NEA1###\NEA1239 South Shields Town Centre Regeneration\Junctions 8\Coronation St Rdbt Report generation date: 07/03/2014 10:28:00
« (Default Analysis Set) - Dev+Base 2020, PM » Junction Network » Arms » Traffic Flows » Entry Flows » Turning Proportions » Vehicle Mix » Results
Summary of junction performance
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - Base 2013, AM" model duration: 08:00 - 09:30
"D2 - Base 2013, PM" model duration: 16:30 - 17:30
"D3 - Base 2015, AM" model duration: 08:00 - 09:00
"D4 - Base 2015, PM" model duration: 16:30 - 17:30
"D5 - Base 2020, AM" model duration: 08:00 - 09:00
"D6 - Base 2020, PM" model duration: 16:30 - 17:30
"D7 - Dev+Base 2013, AM" model duration: 08:00 - 09:00
"D8 - Dev+Base 2013, PM" model duration: 16:30 - 17:30
"D9 - Dev+Base 2015, AM" model duration: 08:00 - 09:00
"D10 - Dev+Base 2015, PM" model duration: 16:30 - 17:30
"D11 - Dev+Base 2020, AM" model duration: 08:00 - 09:00
"D12 - Dev+Base 2020, PM " model duration: 16:30 - 17:30
Run using Junctions 8.0.2.316 at 07/03/2014 10:28:00
File summary
Analysis Options
Units
(Default Analysis Set) - Dev+Base 2020, PM
Data Errors and Warnings No errors or warnings
Analysis Set Details
Demand Set Details
Junction Network
Junctions
Junction Network Options
Arms
Arms
Roundabout Geometry
Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D.
Pedestrian Crossings
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Entry Flows
General Flows Data
Turning Proportions
Turning Counts or Proportions (PCU/hr) - Coronation St. Rdbt (for whole period)
Turning Proportions (PCU) - Coronation St. Rdbt (for whole period)
Vehicle Mix
Average PCU Per Vehicle - Coronation St. Rdbt (for whole period)
Heavy Vehicle Percentages - Coronation St. Rdbt (for whole period)
Results
Results Summary for whole modelled period
Main Results for each time segment
Main results: (16:30-16:45)
Main results: (16:45-17:00)
Main results: (17:00-17:15)
Main results: (17:15-17:30)
Junctions 8ARCADY 8 - Roundabout Module
Version: 8.0.2.316 [14 Feb 2013]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 E-mail: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
PM
Queue (PCU) Delay (s) RFC LOS
A1 - Dev+Base 2020
Station Road 0.49 4.98 0.33 A
Commercial Road 0.30 3.96 0.23 A
Harton Quay 0.13 4.49 0.12 A
Ferry Street 0.62 4.17 0.38 A
Coronation Street 0.43 4.47 0.30 A
File Description
Title (untitled)
Location
Site Number
Date 03/03/2014
Version
Status (new file)
Identifier
Client
Jobnumber
Enumerator
Description
Vehicle Length (m)
Do Queue Variations
Calculate Residual Capacity
Residual Capacity Criteria Type
RFC Threshold
Average Delay Threshold (s)
Queue Threshold (PCU)
5.75 N/A 0.85 36.00 20.00
Distance Units Speed Units Traffic Units Input Traffic Units Results Flow Units Average Delay Units Total Delay Units Rate Of Delay Units
m kph PCU PCU perHour s -Min perMin
Name Description Locked Network Flow Scaling Factor (%) Reason For Scaling Factors
(Default Analysis Set) 100.000
NameScenario
Name
Time Period Name
DescriptionTraffic Profile Type
Model Start Time (HH:mm)
Model Finish Time (HH:mm)
Model Time Period Length
(min)
Time Segment Length (min)
Single Time Segment Only
Locked
Dev+Base
2020, PM
Dev+Base
2020PM FLAT 16:30 17:30 60 15
Name Junction Type Arm Order Grade Separated Large Roundabout Junction Delay (s) Junction LOS
Coronation St. Rdbt Roundabout 1,2,3,4,5 4.40 A
Driving Side Lighting
Left Normal/unknown
Name Name Description
Station Road Station Road
Commercial Road Commercial Road
Harton Quay Harton Quay
Ferry Street Ferry Street
Coronation Street Coronation Street
NameV - Approach road half-
width (m)E - Entry width (m)
l' - Effective flare length (m)
R - Entry radius (m)
D - Inscribed circle diameter (m)
PHI - Conflict (entry) angle (deg)
Exit Only
Station Road 4.16 4.40 0.03 10.41 39.05 24.83
Commercial
Road4.12 5.31 5.00 24.29 39.05 27.84
Harton Quay 4.43 4.43 0.00 8.81 39.05 25.66
Ferry Street 4.96 6.16 7.85 6.13 39.05 30.63
Coronation
Street5.03 5.03 0.00 15.70 39.05 33.23
Name Crossing Type
Station Road None
Commercial Road None
Harton Quay None
Ferry Street None
Coronation Street None
Name Enter slope and intercept directly Entered slope Entered intercept (PCU/hr) Final Slope Final Intercept (PCU/hr)
Station Road (calculated) (calculated) 0.541 1228.970
Commercial Road (calculated) (calculated) 0.604 1476.483
Harton Quay (calculated) (calculated) 0.545 1279.135
Ferry Street (calculated) (calculated) 0.580 1549.925
Coronation Street (calculated) (calculated) 0.594 1486.596
Default Vehicle
Mix
Vehicle Mix Varies Over Time
Vehicle Mix Varies Over Turn
Vehicle Mix Varies
Over Entry
Vehicle Mix Source
PCU Factor for
a HV (PCU)
Default Turning
Proportions
Estimate from
entry/exit counts
Turning Proportions
Vary Over Time
Turning Proportions
Vary Over Turn
Turning Proportions
Vary Over Entry
ü üHV
Percentages2.00 ü ü
Name Profile Type Use Turning Counts Average Demand Flow (PCU/hr) Flow Scaling Factor (%)
Station Road FLAT 354.00 100.000
Commercial Road FLAT 271.00 100.000
Harton Quay FLAT 107.00 100.000
Ferry Street FLAT 533.00 100.000
Coronation Street FLAT 351.00 100.000
To
From
1 2 3 4 5
1 0.000 34.000 32.000 230.000 102.000
2 59.000 0.000 35.000 212.000 55.000
3 10.000 3.000 0.000 3.000 1.000
4 136.000 5.000 5.000 0.000 35.000
5 49.000 34.000 5.000 58.000 0.000
To
From
1 2 3 4 5
1 0.00 0.09 0.08 0.58 0.26
2 0.16 0.00 0.10 0.59 0.15
3 0.59 0.18 0.00 0.18 0.06
4 0.75 0.03 0.03 0.00 0.19
5 0.34 0.23 0.03 0.40 0.00
To
From
1 2 3 4 5
1 1.000 1.000 1.000 1.000 1.000
2 1.000 1.000 1.000 1.000 1.000
3 1.000 1.000 1.000 1.000 1.000
4 1.000 1.000 1.000 1.000 1.000
5 1.000 1.000 1.000 1.000 1.000
To
From
1 2 3 4 5
1 0.000 0.000 0.000 0.000 0.000
2 0.000 0.000 0.000 0.000 0.000
3 0.000 0.000 0.000 0.000 0.000
4 0.000 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000
Name Max RFC Max Delay (s) Max Queue (PCU) Max LOS
Station Road 0.33 4.98 0.49 A
Commercial Road 0.23 3.96 0.30 A
Harton Quay 0.12 4.49 0.13 A
Ferry Street 0.38 4.17 0.62 A
Coronation Street 0.30 4.47 0.43 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 352.06 280.15 0.00 1077.28 0.329 0.49 4.951 A
Commercial
Road271.00 269.82 487.35 0.00 1182.04 0.229 0.30 3.942 A
Harton Quay 107.00 106.47 676.09 0.00 910.36 0.118 0.13 4.475 A
Ferry Street 533.00 530.55 263.11 0.00 1397.39 0.381 0.61 4.141 A
Coronation
Street351.00 349.27 553.47 0.00 1157.93 0.303 0.43 4.443 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 353.99 281.52 0.00 1076.54 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.93 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.44 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 532.99 264.41 0.00 1396.63 0.382 0.61 4.168 A
Coronation
Street351.00 350.99 556.04 0.00 1156.40 0.304 0.43 4.469 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 281.53 0.00 1076.53 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.94 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.46 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 533.00 264.42 0.00 1396.63 0.382 0.62 4.168 A
Coronation
Street351.00 351.00 556.04 0.00 1156.40 0.304 0.43 4.469 A
NameTotal Demand
(PCU/hr)Entry Flow (PCU/hr)
Circulating Flow (PCU/hr)
Pedestrian Demand (Ped/hr)
Capacity (PCU/hr)
RFCEnd Queue
(PCU)Delay
(s)LOS
Station Road 354.00 354.00 281.53 0.00 1076.53 0.329 0.49 4.981 A
Commercial
Road271.00 271.00 489.94 0.00 1180.48 0.230 0.30 3.958 A
Harton Quay 107.00 107.00 679.46 0.00 908.52 0.118 0.13 4.491 A
Ferry Street 533.00 533.00 264.42 0.00 1396.63 0.382 0.62 4.168 A
Coronation
Street351.00 351.00 556.05 0.00 1156.40 0.304 0.43 4.469 A
Generated on 07/03/2014 10:28:01 using Junctions 8 (8.0.2.316)
6