Attachment D - Mitigated Negative Declaration and 2018 addendum adopted with the Loma San Marcos Specific Plan (SP 19-0003) / Conditional Use Permit (CUP 18-0004) — San Marcos City Council, June 28, 2022 (part 2 of 3)

Project Description

The proposed project consists of a movie studio that would be utilized for filming and producing a reality show and documentary about youth sports culture and the making of Loma San Marcos. Additionally, the same movie studio is anticipated to be used for different movie production purposes that differ from the youth sports reality show. Therefore, this traffic analysis memorandum analyses the following scenarios:

 Scenario A: Youth Sports Reality Show

 Scenario B: Movie Production

The proposed project under Scenarios A and B consist of the following land uses:

 61,650 sq.ft. of Movie Production;
 9,750 sq.ft of Media Office; and
 108,135 sq.ft. of Storage.

The 61,650 sq.ft. of Movie Production will be utilized to build 5 youth sports courts destined for Basketball, Volleyball and other floor sports with the intent to play actual recreationally competitive games while a live audience watches and interacts with the cameras and the players.

The proposed project would be in operations between 3pm and 9pm during weekdays and from 8am to 8pm on weekends, with workers having a 2pm to 10pm schedule during weekdays. Therefore, only the PM peak hour will be analyzed for the purpose of determining potential traffic impacts during peak hours.

As mentioned above, the same proposed project site would also be utilized as a movie production area in which the 61,650 sq.ft. of “Movie Production” land use could also be used during typical business hours between 8am and 5pm for movie production uses instead of the filming of the youth sports reality show.

However, it is important to note that none of the different movie production uses would overlap with the filming and production of the youth sports reality show.

Figure 1 displays the Proposed Project location while Figure 2 and Figure 3 display the proposed project site plan and circulation plan within the site, respectively.

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Figure 1: Project Location
Project
Site

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Figure 2: Project Site Plan

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Figure 3: Circulation Plan

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Project Study Area
Based on the project location and proposed land uses, it was determined that the study area would include the following:

Roadway Segments
 San Elijo Road, between Melrose Drive/Dove Trail Drive and Project Driveway; and  San Elijo Road, between Project Driveway and Baker Street.

Intersections

1. San Elijo Road / Project Driveway

2. San Elijo Road North / Baker Street

3. San Elijo Road South / Baker Street

Intersections were analyzed based on the hours of operation of the different scenarios. For example, under Scenario A, only the PM peak hour was analyzed - but for Scenario B both AM and PM peak hours were analyzed.

It is important to note that the, the intersections of San Elijo Road North / Baker Street and San Elijo Road South / Baker Street are only analyzed during “weekday” conditions because of higher traffic volumes when compared to a weekend day.

Existing Conditions
This section documents the existing study area roadway and intersection configuration, traffic volumes and traffic operations.

Roadway Facilities
San Elijo Road – Within the study area, San Elijo Road is a 4-lane roadway with a raised median and a posted speed limit of 45 mph. There are currently five-foot-wide sidewalks and Class II bike lanes on both sides of the roadway. On-street parking is prohibited on both sides of the roadway.

Figure 4 below displays the study area roadway and intersection configurations along San Elijo Road.

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Figure 4: Roadway and Intersection Configuration

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Traffic Volumes
Traffic counts for the intersection and roadway segments within the study area were conducted on a weekday and two weekend days on Wednesday, November 29, 2017 and Tuesday, December 5, 2017 and Saturday, January 13, 2018 and Sunday, January 14, 2018. As a conservative approach, the weekend day with the highest traffic volumes was utilized for the analysis (Saturday). Traffic counts are provided in Attachment 1.

Figure 5 displays the existing daily traffic volumes during a weekday while Figure 6 displays weekend day existing daily traffic volumes during a weekend day along the project frontage section of San Elijo Road, as well as the peak hour intersection turning movement at the project driveway.

Figure 5: Traffic Volumes – Existing Conditions (weekday) Figure 6: Traffic Volumes – Existing Conditions (weekend day)

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Traffic Operations
This section documents the existing traffic operations at the study area facilities. Roadway segment and intersection operations are discussed separately below.

Roadway Segment
The City of San Marcos utilizes the roadway capacities and level of service (LOS) standards outlined in Table 2 of the SANTEC/ITE Guidelines for Traffic Impact Studies [TIS] within the San Diego Region, March 2000. This table is provided in Attachment 2.

Table 1 below displays the daily roadway level of service for San Elijo Road within the study area, under Existing Conditions during a weekday.

Table 1: Existing Daily Roadway Level of Service - Weekday Roadway Segment X-Section ADT
Capacity
(LOS E) V/C LOS
San Elijo Road
Between Melrose Drive/Dove Tail
Drive and Project Driveway 4-Lane w/Raised
Median
28,733
40,000

0.718 C
Between Project Driveway and
Baker Street 29,151 0.729 C
Source: NDS, Chen Ryan Associates, July 2018
Note:

V/C: Volume to Capacity Ratio.

As shown above, San Elijo Road currently operates at LOS C within the study area.

Table 2 below displays the daily roadway level of service for San Elijo Road within the study area, under Existing Conditions during a weekend day.

Table 2: Existing Daily Roadway Level of Service – Weekend day Roadway Segment X-Section ADT
Capacity
(LOS E) V/C LOS
San Elijo Road
Between Melrose Drive/Dove Tail
Drive and Project Driveway 4-Lane w/Raised
Median
19,497
40,000

0.487 B
Between Project Driveway and
Baker Street 19,621 0.491 B
Source: NDS, Chen Ryan Associates, July 2018
Note:

V/C: Volume to Capacity Ratio.

As shown, San Elijo Road currently operates at LOS B within the study area under Existing Conditions during a weekend day.

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Intersection
The overall average intersection delay and LOS methodologies outlined in the 2010 Highway Capacity Manual (HCM) were utilized to analyze the study area intersection. Synchro 9.0 Traffic Analysis Software was utilized to perform the analysis. Signal timing sheets are provided in Attachment 1.

Table 3 displays the overall average intersection delay and LOS for the study area intersections under Existing Conditions during a weekday. LOS calculation worksheets are provided in Attachment 3.

Table 3: Existing Peak Hour Intersection Level of Service – Weekday Intersection
Existing Conditions
Traffic
Control
Worst
approach
AM
Average
Delay
(sec.) AM
LOS
AM
Worst
approach
PM
Average
Delay
(sec.) PM
LOS
PM

1. San Elijo Road /
Project Driveway SSSC NBR 17.1 C NBL 184.4 F

2. San Elijo Road North
/ Baker Street Signalized - 29.7 C - 31.1 C

3. San Elijo Road South
/ Baker Street Signalized - 12.1 B - 12.3 B
Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

As shown, the analyzed intersections currently operate at LOS C or better during both AM and PM peak hours during a weekday, with the exception of the following intersection:

 San Elijo Road / Project Driveway – LOS F during the PM peak hour.

It is important to note that the intersections of San Elijo Road North / Baker Street and San Elijo Road South / Baker Street are only analyzed during “weekday” conditions because of higher traffic volumes when compared to a weekend day.

Table 4 displays the overall average intersection delay and LOS for the study area intersections under Existing Conditions during a weekend day. LOS calculation worksheets are provided in Attachment 3.

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Table 4: Existing Peak Hour Intersection Level of Service – Weekend day Intersection
Existing Conditions
Traffic Control
Worst
approach
PM
Average
Delay (sec.)
PM
LOS
PM

1. San Elijo Road / Project Driveway SSSC NBR 12.1 B

2. San Elijo Road North / Baker Street Signalized - N/A N/A

3. San Elijo Road South / Baker Street Signalized - N/A N/A Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

As shown, the analyzed intersection currently operates at acceptable LOS B during the PM peak hour under Existing Conditions during a weekend day.

Queueing
The 95th percentile queue was calculated based on the methodologies outlined in the 2010 Highway Capacity Manual (HCM) to analyze the study area intersection. Synchro 9.0 Traffic Analysis Software was utilized to perform the analysis.

Table 5 displays queueing at the proposed project driveway under Existing Conditions during a weekday, while Table 6 displays queueing during a weekend day.

Table 5: Existing Peak Hour Queueing Analysis – Weekday Intersection

Project
Driveway
Length1
Existing Conditions
Traffic
Control
Worst
approach
AM
95th
Percentile
Queue (ft)
AM
Worst
approach
PM
95th
Percentile
Queue (ft)
PM

1. San Elijo Road / Project
Driveway SSSC 200 feet NBR 25 feet NBR 25 feet
Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

Queuing results obtained from HCM 2010 report assuming 25 feet per vehicle. 1 Measured from existing driveway stop bar to existing gate.

As shown, 25 feet of queue or one vehicle is anticipated at the project driveway during both the AM and PM peak hours.

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Table 6: Existing Peak Hour Queueing Analysis – Weekend day Intersection

Project
Driveway
Length1
Existing Conditions
Traffic Control
Worst
approach
PM
95th Percentile Queue (ft)
PM

1. San Elijo Road / Project Driveway SSSC 200 feet NBR 25 feet Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

Queuing results obtained from HCM 2010 report assuming 25 feet per vehicle. 1 Measured from existing driveway stop bar to existing gate.

As shown, 25 feet of queue or one vehicle is anticipated at the project driveway during the PM peak hour.

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Project Trip Generation, Distribution and Assignment
This section outlines the analysis assumptions relating to the Proposed Project trip generation, assumed trip distribution pattern and trip assignment under Scenarios A and B.

Trip Generation – Scenario A
The proposed project under Scenario A consists of a movie studio that will film and produce a reality show and documentary about youth sports culture and the making of Loma San Marcos. The proposed project consists of the following land uses:

 61,650 sq.ft. of Movie Production;
 9,750 sq.ft of Media Office; and
 108,135 sq.ft. of Storage.

The 61,650 sq.ft. of Movie Production will be utilized to build 5 youth sports courts destined for Basketball, Volleyball and other floor sports with the intent to play actual recreationally competitive games while live audience watches and interacts with the cameras and the players. Media offices will be used for editing and producing the episodes and film documentary.

The proposed project would be in operations between 3pm and 9pm during weekdays and from 8am to 8pm during weekends, with workers having a 2pm to 10pm schedule. Therefore, only the PM peak hour will be analyzed in order to determine potential traffic impacts.

Neither the SANDAG Not So Brief Guide to Vehicular Trip Generation nor the latest ITE Trip Generation Manual contain trip rates for land uses similar to this facility, the following trip rates are proposed:

 61,650 sq.ft. of Movie Production - Although the proposed project land use is classified as “Movie Production”, the square footage would be used to build 5 youth sports courts, therefore, it is proposed as a conservative approach that the “Soccer Complex” land use trip rate from ITE Trip Generation Manual, 9th Edition was utilized to determine the number of trips generated.

 9,750 sq.ft of Media Office – Based on conversations with the project applicant, the “Media Office” land use would operate similarly to that of an “Industrial Park” land use because of all the operations being confined within the proposed project. Therefore, the “Industrial Park” trip rate found in the SANDAG Not So Brief Guide to Vehicular Trip Generation was utilized to determine the number of trips generated.

 108,135 sq.ft. of Storage – The proposed project site currently has storage operations and based on counts conducted on November 29, 2017, it was determined that 2 trips during the PM peak hour egressed from the project driveway. The proposed project would not cause the existing storage trip generation to increase, however, it would restrict storage operations to off peak hours. Therefore, the trips associated with the existing storage land use would be removed from the transportation network during peak hours.

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Table 7 displays the proposed project trip generation.

Table 7: Proposed Project Trip Generation – Scenario A
Land Use Quantity Trip Rate Daily Trips PM Peak Hour
Soccer Complex 5 71.33 trips 1 / Field 357 26% 93
(39-in / 54-out)
Industrial Park 9,750 sf 8 trips 2 / 1,000 sf 78 12% 5
(1-in / 4-out)3
Storage 108,135 sf Based on driveway
counts 4 50% Trips will not occur during
the PM peak hour4
Proposed Project Total 439 - 98
(40-in / 58-out)
Source: SANDAG’s Not So Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. ITE Trip Generation Manual, 9th Edition.

Notes:
1 ITE Trip Generation Manual, 9th Edition Soccer Complex Rates were utilized. 2 SANDAG Trip Generation Rates for Industrial Park were utilized. 3 Workers would work between 2pm and 10pm. However, for a conservative analysis, it is assumed that 50% of the trips generated by the “Media Office” land use would occur during the PM peak hour. 4 Existing storage trips would be restricted to non-peak hour operations.

As shown, the Proposed Project is anticipated to generate a total of 439 daily trips, including 98 trips (40- in / 58-out) during the PM peak hour. This trip generation applies for both the weekday and weekend day.

Trip Generation – Scenario B
The proposed project under Scenario B consists of a movie studio used for different movie production purposes that differ from the youth sports reality show. The proposed project consists of the following land uses:

 61,650 sq.ft. of Movie Production;
 9,750 sq.ft of Media Office; and
 108,135 sq.ft. of Storage.

The proposed project would be in operations between 8am and 5pm.

 61,650 sq.ft. of Movie Production - Based on conversations with the project applicant, the “Movie Production” land use would operate similarly to that of an “Industrial Park” land use because of all the operations being confined within the proposed project. Therefore, the “Industrial Park” trip rate found in the SANDAG Not So Brief Guide to Vehicular Trip Generation was utilized to determine the number of trips generated.

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rate found in the SANDAG Not So Brief Guide to Vehicular Trip Generation was utilized to determine the number of trips generated.

Table 8 displays the proposed project trip generation under Scenario B.

Table 8: Proposed Project Trip Generation – Scenario B
Land Use Quantity Trip Rate Daily Trips AM Peak Hour PM Peak Hour Movie
Production 61,650 sf 8 trips1 / 1,000 sf 494 11% 54
(49-in / 5-out) 12% 60
(12-in / 48-out)
Industrial
Park 9,750 sf 8 trips1 / 1,000 sf 78 11% 9
(8-in / 1-out) 12% 9
(2-in / 7-out)
Storage 108,135 sf Based on driveway
counts 4 50%
Trips will not
occur during the
AM peak hour2
50% Trips will not
occur during the
PM peak hour2
Proposed Project Total 576 - 63
(57-in / 6-out) - 69
(14-in / 55-out)
Source: SANDAG’s Not So Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002

Notes:
1 SANDAG Trip Generation Rates for Industrial Park were utilized. 2 Existing storage trips would be restricted to non-peak hour operations.

As shown, the Proposed Project is anticipated to generate a total of 576 daily trips, including 63 trips (57- in / 6-out) during the AM peak hour and 69 trips (14-in / 55-out) during the PM peak hour.

Project Trip Distribution – Scenarios A & B
The project trip distribution for both Scenarios A and B was developed based on existing travel patterns and land uses along San Elijo Road. It was assumed that 80% of the traffic would access the Proposed Project to/from the west and the other 20% would access the Proposed Project to/from the east. Peak hour project traffic was then distributed to the study intersections.

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Project Trip Assignment – Scenarios A & B
The project trip assignment for both Scenarios A and B was calculated by applying the project trip generation (displayed in Table 3) and distributing it to the study area roadway network based on the assumed project trip distribution. Figure 7 and Figure 8 display the project trip assignment for Scenarios A and B, respectively.

Figure 7: Scenario A - Project Trip Assignment
Figure 8: Scenario B - Project Trip Assignment

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Existing Plus Project Conditions – Scenario A
The section documents the anticipated traffic operations under Existing Plus Project conditions and identifies traffic related impacts that may be associated with the Proposed Project.

Existing Plus Project Roadway Configurations and Traffic Volumes It was assumed that the roadway cross-section along project frontage section of San Elijo Road would remain identical as the Existing conditions with the implementation of the Proposed Project. However, the project driveway would restrict the northbound left-turn movement, modifying the existing configuration to allow only the northbound right-turn movement. The restriction of the left turn movement out of the proposed project driveway would be temporarily accomplished through the installation of delineators until the County of San Diego grants permission for the installation of a raised pinned AC channelization (pork-chop) island. Restriction of the left turn movement out of the driveway improves traffic operations at both roadway and intersection level because it removes an additional point of conflict which increases the capacity of the roadway and intersection. Additionally, it improves safety at the intersection because it prevents drivers from crossing two lanes of traffic on a major arterial with limited sight distance due to the location of the driveway (middle of horizontal curve).

The restriction of the left turn movement out of the project driveway would result in project trips that intend to go west of the project to have to go east to the intersection of San Elijo Road South and Baker Street, turn left at this intersection and subsequently turn left again at the intersection of San Elijo Road North and Baker Street to be able to head west.

Figure 9 displays the traffic volumes under Existing Plus Project conditions during a weekday while Figure 10 displays the traffic volumes under Existing Plus Project conditions during a weekend day. Existing Plus Project traffic volumes were derived by adding the Existing traffic volumes, (displayed in Figure 5 and Figure 6) and the anticipated project volumes (displayed in Figure 7).

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Figure 9: Traffic Volumes – Existing Plus Project (weekday) Figure 10: Traffic Volumes – Existing Plus Project (weekend day)

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Traffic Operations Under Existing Plus Project Conditions This section documents the anticipated traffic operations under Existing Plus Project conditions within the study area. Roadway segment and intersection operations are discussed separately below.

Roadway Segment
Table 9 displays the daily roadway level of service for San Elijo Road, along the project fontange under Existing Plus Project (Scenario A) conditions on a weekday.

Table 9: Existing Plus Project (Scenario A) Daily Roadway Level of Service - Weekday Roadway Segment X-Section ADT
Capacity
(LOS E)

With Project Existing
V/C Δ S? V/C LOS
San Elijo
Road
Between Melrose
Drive/Dove Tail Drive
and Project Driveway 4-Lane
w/Raised
Median
29,084
40,000

0.727 C 0.718 0.009 No
Between Project
Driveway and Baker
Street
29,239 0.731 C 0.729 0.002 No
Source: Chen Ryan Associates, July 2018
Notes:

V/C: Volume to Capacity Ratio.

Δ: Change in V/C ration between Existing Plus Project and Existing Conditions.

S?: Significant impact?

As shown, San Elijo Road is projected to continue operate at LOS C within the study area with the implementation of the Proposed Project.

Based on the significant impact criteria identified in the SANTEC/ITE Guidelines for Traffic Impact Studies [TIS] within the San Diego Region, the analyzed roadway segments would operate at acceptable LOS C with the implementation of the Proposed Project, therefore, no significant impacts are anticipated. It would take an additional 5,916 and 5,761 daily trips, respectively, to cause a significant impact at the analyzed roadway segments.

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Table 10 displays the daily roadway level of service for San Elijo Road, along the project fontange under Existing Plus Project (Scenario B) conditions on a weekend day.

Table 10: Existing Plus Project (Scenario A) Daily Roadway Level of Service – Weekend day Roadway Segment X-Section ADT
Capacity
(LOS E)
With Project Existing
V/C Δ S? V/C LOS
San Elijo
Road
Between Melrose Drive
and Project Driveway 4-Lane
w/Raised
Median
19,848
40,000

0.496 B 0.487 0.009 No
Between Project
Driveway and Baker
Street
19,709 0.493 B 0.491 0.002 No
Source: Chen Ryan Associates, July 2018
Notes:

Δ: Change in average intersection delay between Existing Plus Project and Existing Conditions.

SSSC: Side-Street Stop Control intersection.

For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

S?: Significant Impact?

As shown, San Elijo Road is projected to continue operate at LOS B along the project frontage with the implementation of the Proposed Project.

Based on the significant impact criteria identified in the SANTEC/ITE Guidelines for Traffic Impact Studies [TIS] within the San Diego Region, the analyzed roadway segments would operate at acceptable LOS B with the implementation of the Proposed Project, therefore, no significant impacts are anticipated. It would take an additional 15,152 and 15,291 daily trips, respectively, to cause a significant impact at the analyzed roadway segments.

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Intersection
Table 11 displays the overall average intersection delay and LOS for the study area intersections under Existing Plus Project (Scenario A) conditions on a weekday. LOS calculation worksheets are provided in Attachment 4.

Table 11: Existing Plus Project (Scenario A) Peak Hour Intersection Level of Service - Weekday Intersection
With Project Existing Conditions
Δ S?
Worst
approach
PM
Average
Delay (sec.)
PM
LOS
PM
Average
Delay (sec.)
PM
LOS
PM

1. San Elijo Road / Project Driveway NBR 34.8 1 D 184.4 F -149.6 No

2. San Elijo Road North / Baker Street - 31.2 C 31.1 C 0.1 No

3. San Elijo Road South / Baker Street - 12.6 B 12.3 B 0.3 No Source: Chen Ryan Associates, July 2018
Notes:

Δ: Change in average intersection delay between Existing Plus Project and Existing Conditions.

SSSC: Side-Street Stop Control intersection.

For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

S?: Significant Impact?
1 The restriction of the northbound left-turn movement improved the traffic operations at the project driveway.

As shown, the analyzed intersection is projected to operate at acceptable LOS D with the implementation of the Proposed Project.

Based on the significant impact criteria identified in the SANTEC/ITE Guidelines for Traffic Impact Studies [TIS] within the San Diego Region, the project driveway is anticipated to operate at acceptable LOS D during the PM peak hour with the implementation of the Proposed Project, therefore, no significant impacts are anticipated. It would take an additional trip (1) during the PM peak hour to trigger an impact at the intersection. However, it is important to note that as a conservative approach, existing peak hour factor values were utilized under Existing Plus Project (Scenarios A and B). If the peak hour factor were to be modified to reflect a more uniform traffic arrival pattern, the intersection operations would improve.

Table 12 displays the overall average intersection delay and LOS for the study area intersections under Existing Plus Project (Scenario A) conditions on a weekend day. LOS calculation worksheets are provided in Attachment 4.

Table 12: Existing Plus Project (Scenario A) Peak Hour Intersection Level of Service – Weekend day Intersection
With Project Existing Conditions
Δ S?
Worst
approach
PM
Average
Delay
(sec.) PM
LOS
PM
Average
Delay
(sec.)
PM
LOS
PM

1. San Elijo Road / Project Driveway NBR 14.2 B 12.1 B 2.1 No Source: Chen Ryan Associates, July 2018
Notes:

Δ: Change in average intersection delay between Existing Plus Project and Existing Conditions. *SSSC: Side-Street Stop Control intersection.

S?: Significant Impact?

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As shown, the analyzed intersection is projected to continue operating at acceptable LOS B with the implementation of the Proposed Project.

Based on the significant impact criteria identified in the SANTEC/ITE Guidelines for Traffic Impact Studies [TIS] within the San Diego Region, the project driveway is anticipated to operate at acceptable LOS B during the PM peak hour with the implementation of the Proposed Project, therefore, no significant impacts are anticipated. It would take an additional 203 trips during the PM peak hour to trigger an impact at the intersection. However, it is important to note that as a conservative approach, existing peak hour factor values were utilized under Existing Plus Project scenario. If the peak hour factor were to be modified to reflect a more uniform traffic arrival pattern, the intersection operations would improve.

Queueing
Table 13 displays queueing at the proposed project driveway under Existing Conditions during a weekday, while Table 14 displays queueing during a weekend day.

Table 13: Existing Plus Project (Scenario A) - Peak Hour Intersection Level of Service – Weekday Intersection

Project
Driveway
Length1
With Project
Existing
Conditions
Δ
Traffic
Control
Worst
approach
PM
95th Percentile
Queue (ft) PM
95th Percentile
Queue (ft) PM

1. San Elijo Road /
Project Driveway SSSC 200 feet NBR 75 feet 25 feet 50 feet Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

Queuing results obtained from HCM 2010 report assuming 25 feet per vehicle. 1 Measured from existing driveway stop bar to existing gate.

As shown, 75 feet of queue or three vehicles, is anticipated at the project driveway during the PM peak hour. The project driveway is 200 feet in length and it would be able to accommodate the projected queue with the implementation of the proposed project.

Table 14: Existing Plus Project (Scenario A) - Peak Hour Intersection Level of Service – Weekend day Intersection

With Project
Existing
Conditions
Δ Traffic Control
Worst
approach
PM
95th Percentile
Queue (ft) PM
95th Percentile
Queue (ft) PM

1. San Elijo Road / Project
Driveway SSSC NBR 25 feet 25 feet 0 feet
Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

Queuing results obtained from HCM 2010 report assuming 25 feet per vehicle.

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As shown, 25 feet of queue or one vehicle is anticipated at the project driveway during the PM peak hour. The project driveway is 200 feet in length and it would be able to accommodate the projected queue with the implementation of the proposed project.

Existing Plus Project Conditions – Scenario B
The section documents the anticipated traffic operations under Existing Plus Project conditions and identifies traffic related impacts that may be associated with the Proposed Project.

Existing Plus Project Roadway Configurations and Traffic Volumes The same roadway and intersection geometries assumed under Scenario A were assumed under Scenario B.

Figure 11 displays the traffic volumes under Existing Plus Project conditions during a weekday. Existing Plus Project traffic volumes were derived by adding the Existing traffic volumes, (displayed in Figure 5) and the anticipated project volumes (displayed in Figure 8).

Figure 11: Traffic Volumes – Existing Plus Project (weekday)

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Roadway Segment
Table 15 displays the daily roadway level of service for San Elijo Road, along the project fontange under Existing Plus Project (Scenario B) conditions.

Table 15: Existing Plus Project (Scenario B) Daily Roadway Level of Service - Weekday Roadway Segment X-Section ADT
Capacity
(LOS E)

With Project Existing
V/C Δ S? V/C LOS
San Elijo
Road
Between Melrose
Drive/Dove Tail Drive
and Project Driveway 4-Lane
w/Raised
Median
29,194
40,000

0.730 C 0.718 0.012 No
Between Project
Driveway and Baker
Street
29,266 0.732 C 0.729 0.003 No
Source: Chen Ryan Associates, July 2018
Notes:

V/C: Volume to Capacity Ratio.

Δ: Change in V/C ration between Existing Plus Project and Existing Conditions.

S?: Significant impact?

As shown, San Elijo Road is projected to continue operate at LOS C within the study area with the implementation of the Proposed Project.

Based on the significant impact criteria identified in the SANTEC/ITE Guidelines for Traffic Impact Studies [TIS] within the San Diego Region, the analyzed roadway segments would operate at acceptable LOS C with the implementation of the Proposed Project, therefore, no significant impacts are anticipated. It would take an additional 5,806 and 5,734 daily trips, respectively, to cause a significant impact at the analyzed roadway segments.

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Intersection
Table 16 displays the overall average intersection delay and LOS for the study area intersections under Existing Plus Project (Scenario B) conditions. LOS calculation worksheets are provided in Attachment 4.

Table 16: Existing Plus Project (Scenario B) Peak Hour Intersection Level of Service - Weekday Intersection
With Project Existing Conditions
Δ S?
Worst
approach
AM
Average
Delay
(sec.)
AM
LOS
AM
Worst
approach
PM
Average
Delay
(sec.)
PM
LOS
PM
Average
Delay (sec.)

AM / PM
LOS

AM / PM

1. San Elijo Road /
Project Driveway NBR 18.2 C NBR 33.1 1 D 17.1 / 184.4 F 1.1 / -151.3 No

2. San Elijo Road
North / Baker Street - 30.0 C - 31.2 C 29.7 / 31.1 C 0.3 / 0.1 No

3. San Elijo Road
South / Baker Street - 12.1 B - 12.6 B 12.1 / 12.3 B 0.0 / 0.3 No Source: Chen Ryan Associates, July 2018
Notes:

Δ: Change in average intersection delay between Existing Plus Project and Existing Conditions.

SSSC: Side-Street Stop Control intersection.

For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

S?: Significant Impact?
1 The restriction of the northbound left-turn movement improved the traffic operations at the project driveway.

As shown, the analyzed intersections are projected to operate at acceptable LOS D or better with the implementation of the Proposed Project.

Based on the significant impact criteria identified in the SANTEC/ITE Guidelines for Traffic Impact Studies [TIS] within the San Diego Region, the project driveway is anticipated to operate at acceptable LOS D during the PM peak hour with the implementation of the Proposed Project, therefore, no significant impacts are anticipated. It would take five (5) additional trips during the PM peak hour to trigger an impact at the intersection. However, it is important to note that as a conservative approach, existing peak hour factor values were utilized under Existing Plus Project scenario. If the peak hour factor were to be modified to reflect a more uniform traffic arrival pattern, the intersection operations would improve.

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Queueing
Table 17 displays queueing at the proposed project driveway under Existing Plus Project (Scenario B) Conditions.

Table 17: Existing Plus Project (Scenario B) - Peak Hour Intersection Level of Service – Weekday Intersection

Project
Driveway
Length1

With Project
Existing
Conditions
Δ
Traffic
Control
Worst
approach
AM
95th
Percentile
Queue (ft)
AM
Worst
approach
PM
95th
Percentile
Queue (ft)
PM
95th
Percentile
Queue (ft) AM
/ PM

1. San Elijo
Road / Project
Driveway
SSSC 200 feet NBR 25 feet NBR 75 feet 25 feet 0 feet /
50 feet
Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

Queuing results obtained from HCM 2010 report assuming 25 feet per vehicle. 1 Measured from existing driveway stop bar to existing gate.

Sight Distance
Based on the City of San Marcos minimum sight distance requirements, the safe sight distance at the proposed project driveway is 610 feet for vehicles turning left or right, to accelerate to the operating speed of the street without causing approaching vehicles to reduce speed by more than 10 miles per hour. Based on a sight distance engineering study conducted on December 18, 2017 and provided by the project applicant, the project driveway meets the required 610 feet of safe sight distance. However, there are potential line of sight obstructions for which the following measure is recommended:

 Continue the regular pruning of the trees located along the median.

The sight distance analysis is provided in Attachment 5.

Parking
The project shall be consistent with the parking requirements outlined in the City of San Marcos Municipal Code.

Page 27 of 32 ends

Conclusion
The proposed project is not anticipated to cause any signficant impacts to any of the roadway or intersection facilities within the analyzed study area in either of the two analyzed scenarios. The restriction of the northbound left-turn movement would improve the operations of the project driveway.

Please feel free to contact me at (619) 468-2739 with any questions and/or comments.

Sincerely,

Jonathan Sanchez

Page 21 of 25 ends

Attachment 1 – Traffic Counts & Signal Timing Sheets
Prepared by National Data & Surveying Services
ID: 17-04361-005 Day:

City: San Marcos Date:

AM 0000 AM
NOON 0000 NOON
PM 0000 PM

AM NOON PM PM NOON AM
0000 0 000
2 1012 0 2111
000 01 002
000 0 TEV 3278 0 2837 0 000
1164 0 1821 2 PHF 0.80 0.95
002 0 0011

AM NOON PM PM NOON AM
PM 0101 PM
NOON 0000 NOON
AM 0001 AM
Peak Hour Turning Movement Count
2 Total Vehicles (PM) T otal Vehicles (PM)
Proposed Project Dwy & San Elijo Rd
Wednesday
11/29/2017

CONTROL

WESTBOUND
07:15 AM - 08:15 AM
Total Vehicles (NOON)
Pedestrians (Crosswalks)
Total Vehicles (NOON)
1165

COUNT PERIODS
Total Vehicles (AM)

PEAK HOURS
Total Vehicles (AM)
NONE
05:00 PM - 06:00 PM
0 0
0 1-Way Stop(NB)
San Elijo Rd

EASTBOUND
Proposed Project Dwy
2 0
Proposed Project Dwy

SOUTHBOUND
04:00 PM - 06:00 PM

NORTHBOUND
1822
0 San Elijo Rd
07:00 AM - 09:00 AM
NONE
2111 0 1013
NOONAM PM0
0 0
0 0
0 0
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
`
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
National Data & Surveying ServicesIntersection Turning Movement Count Location: Proposed Project Dwy & San Elijo Rd
City: San Marcos Project ID: 17-04361-005
Control: 1-Way Stop(NB) Date:

NS/EW Streets:
0110000002001200

NL NT NR NU S L ST S R SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 001000000 1 8 0 100 4 0 4 00 586
7:15 AM 000000000 2 8 4 000 4 8 2 00 766
7:30 AM 001000000 4 2 9 001 5 8 8 00 1019
7:45 AM 000000000 2 5 6 000 5 8 7 00 843
8:00 AM 000000000 1 9 5 001 4 5 4 00 650
8:15 AM 001000000 1 9 6 100 3 7 5 00 573
8:30 AM 000000000 1 8 5 000 3 7 9 00 564
8:45 AM 001000000 1 5 9 300 3 7 4 00 537

NL NT NR NU S L ST S R SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 004000000 1884 5 0 2 3643 0 0 5538
APPROACH %'s : 0.00% 0.00% 100.00% 0.00% 0.00% 99.74% 0.26% 0.00% 0.05% 99.95% 0.00% 0.00% PEAK HR : 07:15 AM 38 37 44 07:30 AM TOTAL
PEAK HR VOL : 001000000 1164 0 0 2 2111 0 0 3278
PEAK HR FACTOR : 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.678 0.000 0.000 0.500 0.898 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0110000002001200

NL NT NR NU S L ST S R SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 000000000 4 1 2 100 2 2 2 00 635
4:15 PM 000000000 3 8 5 100 2 3 7 00 623
4:30 PM 000000000 4 3 0 100 2 5 5 00 686
4:45 PM 100000000 4 1 2 000 2 5 5 00 668
5:00 PM 100000000 4 5 1 100 2 6 3 00 716
5:15 PM 000000000 4 4 9 100 2 4 6 00 696
5:30 PM 001000000 5 0 5 000 2 4 4 00 750
5:45 PM 000000000 4 1 6 000 2 5 9 00 675

NL NT NR NU S L ST S R SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 201000000 3460 5 0 0 1981 0 0 5449
APPROACH %'s : 66.67% 0.00% 33.33% 0.00% 0.00% 99.86% 0.14% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 05:00 PM 293 289 296 05:30 PM TOTAL
PEAK HR VOL : 101000000 1821 2 0 0 1012 0 0 2837
PEAK HR FACTOR : 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.901 0.500 0.000 0.000 0.962 0.000 0.000

0.804
Total

0.9460.902

WESTBOUND

0.962
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.250

SOUTHBOUND

0.500
05:00 PM - 06:00 PM

SOUTHBOUND

0.678

EASTBOUND

EASTBOUND
11/29/2017
San Elijo Rd

NORTHBOUND
San Elijo Rd

0.897

WESTBOUND
Proposed Project Dwy Proposed Project Dwy
Prepared by National Data & Surveying Services
ID: 17-04361-006 Day:

City: San Marcos Date:

AM 6 7 800 AM
NOON 0000 NOON
PM 1 6 900 PM

AM NOON PM PM NOON AM

0.5 0.5 0 0 0.5 2 001 3
1 987 0 1873
000 0 0.5 8 102 3
000 0 TEV 2138 0 1179 0 000
000 0 PHF 0.91 0.96
000 0 0 0.5 0.5 0

AM NOON PM PM NOON AM
PM 03 5 3 10 PM
NOON 0000 NOON
AM 0 150 4 0 AM
Peak Hour Turning Movement Count
90 Total Vehicles (PM) T otal Vehicles (PM)
Baker St & San Elijo Rd N
Wednesday
11/29/2017

CONTROL

WESTBOUND
07:00 AM - 08:00 AM
Total Vehicles (NOON)
Pedestrians (Crosswalks)
Total Vehicles (NOON)
0 COUNT PERIODS
Total Vehicles (AM)

PEAK HOURS
Total Vehicles (AM)
NONE
04:45 PM - 05:45 PM
17 51
0 Signalized
San Elijo Rd N

EASTBOUND
Baker St
31 0
Baker St

SOUTHBOUND
04:00 PM - 06:00 PM

NORTHBOUND
0 0
San Elijo Rd N
07:00 AM - 09:00 AM
NONE
2090 0 1038
NOONAM PM0
0 0
0 0
0 0
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
`
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
National Data & Surveying ServicesIntersection Turning Movement Count Location: Baker St & San Elijo Rd N
City: San Marcos Project ID: 17-04361-006
Control: Signalized Date:

NS/EW Streets:
0 . 5 0 . 5 000 0 . 5 0 . 5 00000 0 . 5 1 0 . 5 0

NL NT NR NU S L ST S R SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 1 4 00001 1 2 00000 1 2 4 3 3 20 474
7:15 AM 3 9 00002 2 1 000004 4 6 6 30 535
7:30 AM 5 9 30003 2 5 000004 4 9 3 20 589
7:45 AM 3 8 100029000003 4 8 1 60 540
8:00 AM 6600019000009 3 9 6 10 428
8:15 AM 1 2 30002300000 1 3 3 5 4 10 388
8:30 AM 1 4 20002600000 1 9 3 7 4 50 422
8:45 AM 1 3 20001600000 1 7 3 1 7 40 360

NL NT NR NU S L ST S R SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 1 9 5 1 7 000 1 4 9 1 00000 8 1 3314 24 0 3736 APPROACH %'s : 91.98% 8.02% 0.00% 0.00% 0.00% 13.33% 86.67% 0.00% 2.37% 96.93% 0.70% 0.00% PEAK HR : 07:00 AM 37 37 44 07:30 AM TOTAL
PEAK HR VOL : 1 5 0 40008 6 7 00000 2 3 1873 13 0 2138
PEAK HR FACTOR : 0.636 0.333 0.000 0.000 0.000 0.667 0.670 0.000 0.000 0.000 0.000 0.000 0.479 0.950 0.542 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 . 5 0 . 5 000 0 . 5 0 . 5 00000 0 . 5 1 0 . 5 0

NL NT NR NU S L ST S R SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 1 5 1 0 0002300000 1 7 2 3 8 30 288
4:15 PM 1 2 50003300000 1 5 2 3 1 20 271
4:30 PM 1 0 70001600000 1 0 2 3 2 30 269
4:45 PM 1 0 80003400000 1 1 2 6 5 60 307
5:00 PM 950003100000 2 2 2 4 2 30 285
5:15 PM 780002700000 2 0 2 3 4 10 279
5:30 PM 9 1 0 0001400000 2 8 2 4 6 1 0 0 308
5:45 PM 1 2 1 5 0003500000 2 4 1 7 5 10 235

NL NT NR NU S L ST S R SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 8 4 6 8 000 1 8 3 3 00000 1 4 7 1863 29 0 2242 APPROACH %'s : 55.26% 44.74% 0.00% 0.00% 0.00% 35.29% 64.71% 0.00% 7.21% 91.37% 1.42% 0.00% PEAK HR : 04:45 PM 292 289 296 05:30 PM TOTAL
PEAK HR VOL : 3 5 3 1 0009 1 6 00000 8 1 9 8 7 2 0 0 1179 PEAK HR FACTOR : 0.875 0.775 0.000 0.000 0.000 0.750 0.571 0.000 0.000 0.000 0.000 0.000 0.723 0.931 0.500 0.000

0.907
Total

0.957

WESTBOUND

0.958
PM
AM
07:00 AM - 08:00 AM

NORTHBOUND

0.621

SOUTHBOUND

0.868 0.694
04:45 PM - 05:45 PM

SOUTHBOUND

0.670

EASTBOUND

EASTBOUND
11/29/2017
San Elijo Rd N

NORTHBOUND
San Elijo Rd N

0.956

WESTBOUND
Baker St Baker St
Prepared by National Data & Surveying Services
ID: 17-04361-007 Day:

City: San Marcos Date:

AM 02 48 0 AM
NOON 0000 NOON
PM 08 3 1 60 PM

AM NOON PM PM NOON AM
0100 0 000
0 000
000 00 000
1 003 0 0.5 TEV 1247 0 2003 0 000
1014 0 1669 1 PHF 0.88 0.94
2 305 9 0.5 0 0 0.5 0.5

AM NOON PM PM NOON AM
PM 0 0 36 110 PM
NOON 0000 NOON
AM 0 0 143 25 AM
Peak Hour Turning Movement Count
142
Total Vehicles (PM) T otal Vehicles (PM)
Baker St & San Elijo Rd S
Wednesday
11/29/2017

CONTROL

WESTBOUND
07:15 AM - 08:15 AM
Total Vehicles (NOON)
Pedestrians (Crosswalks)
Total Vehicles (NOON)
1047

COUNT PERIODS
Total Vehicles (AM)

PEAK HOURS
Total Vehicles (AM)
NONE
05:00 PM - 06:00 PM
153
66 0
Signalized
San Elijo Rd S

EASTBOUND
Baker St
47 0
Baker St

SOUTHBOUND
04:00 PM - 06:00 PM

NORTHBOUND
1795
0 San Elijo Rd S
07:00 AM - 09:00 AM
NONE
000
NOONAM PM0
0 0
0 0
0 0
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
`
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
National Data & Surveying ServicesIntersection Turning Movement Count Location: Baker St & San Elijo Rd S
City: San Marcos Project ID: 17-04361-007
Control: Signalized Date:

NS/EW Streets:
0 0 . 5 0 . 5 00100 0 . 5 1 0 . 5 00000

NL NT NR NU S L ST S R SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 08 1 0 00 1 1 005 1 7 6 400000 214
7:15 AM 0 2 4 1 1 029000 2 6 4 400000 314
7:30 AM 0 5 3 4021004 2 8 9 300000 356
7:45 AM 0 5 5 4036003 2 8 1 400000 356
8:00 AM 0 1 1 6018003 1 8 0 1 2 00000 221
8:15 AM 098049006 2 0 0 500000 241
8:30 AM 099097003 1 7 7 500000 219
8:45 AM 0 1 4 1 3 06 1 8 005 1 4 3 400000 203

NL NT NR NU S L ST S R SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 0 183 65 0 27 69 0 0 29 1710 41 0 0 0 0 0 2124 APPROACH %'s : 0.00% 73.79% 26.21% 0.00% 28.13% 71.88% 0.00% 0.00% 1.63% 96.07% 2.30% 0.00% PEAK HR : 07:15 AM 38 37 44 07:30 AM TOTAL
PEAK HR VOL : 0 143 25 0 8 24 0 0 10 1014 23 00000 1247 PEAK HR FACTOR : 0.000 0.650 0.568 0.000 0.667 0.667 0.000 0.000 0.625 0.877 0.479 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 . 5 0 . 5 00100 0 . 5 1 0 . 5 00000

NL NT NR NU S L ST S R SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 08 2 2 04 1 4 009 3 7 4 700000 438
4:15 PM 0 1 3 1 9 07 1 6 007 3 6 3 1 0 00000 435
4:30 PM 0 1 1 1 9 029006 3 9 8 1 6 00000 461
4:45 PM 0 1 4 1 9 027009 3 8 8 1 1 00000 450
5:00 PM 05 1 4 05 1 8 003 4 3 7 1 7 00000 499
5:15 PM 08 3 3 05 1 7 009 4 0 2 1 5 00000 489
5:30 PM 0 1 0 3 1 03 2 4 008 4 4 3 1 6 00000 535
5:45 PM 01 3 3 20 32 40 01 0 3 8 7 1 10 0 0 0 0 480

NL NT NR NU S L ST S R SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 0 82 189 0 31 129 0 0 61 3192 103 0 0 0 0 0 3787 APPROACH %'s : 0.00% 30.26% 69.74% 0.00% 19.38% 80.63% 0.00% 0.00% 1.82% 95.11% 3.07% 0.00% PEAK HR : 05:00 PM 293 289 296 05:30 PM TOTAL
PEAK HR VOL : 0 36 110 0 16 83 0 0 30 1669 59 00000 2003 PEAK HR FACTOR : 0.000 0.692 0.833 0.000 0.800 0.865 0.000 0.000 0.750 0.942 0.868 0.000 0.000 0.000 0.000 0.000

0.876
Total

0.9360.941

WESTBOUND
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.712

SOUTHBOUND

0.811 0.917
05:00 PM - 06:00 PM

SOUTHBOUND

0.727 0.884

EASTBOUND

EASTBOUND
11/29/2017
San Elijo Rd S

NORTHBOUND
San Elijo Rd S

WESTBOUND
Baker St Baker St
Day: City: San Marcos
Date: Project #: CA17_4362_012

NB SB EB WB
00 14,283 14,450
AM Period NB SB EB WB NB SB EB WB
00:00 14 12 26 177 180 357
00:15 16 7 23 183 156 339
00:30 6 4 10 191 168 359
00:45 5 41 4 27 9 68 197 748 142 646 339 1394
01:00 7 7 14 162 164 326
01:15 5 1 6 199 177 376
01:30 5 1 6 205 173 378
01:45 4 21 3 12 7 33 269 835 155 669 424 1504
02:00 1 5 6 294 179 473
02:15 3 2 5 339 210 549
02:30 4 3 7 255 452 707
02:45 2 10 4 14 6 24 269 1157 256 1097 525 2254
03:00 4 2 6 291 241 532
03:15 4 6 10 370 236 606
03:30 8 6 14 397 278 675
03:45 3 19 9 23 12 42 366 1424 267 1022 633 2446
04:00 7 13 20 383 256 639
04:15 7 18 25 361 231 592
04:30 9 27 36 403 255 658
04:45 4 27 49 107 53 134 419 1566 236 978 655 2544
05:00 12 46 58 432 245 677
05:15 18 64 82 440 297 737
05:30 24 90 114 382 218 600
05:45 33 87 148 348 181 435 398 1652 217 977 615 2629
06:00 44 150 194 320 226 546
06:15 69 184 253 324 196 520
06:30 117 269 386 244 157 401
06:45 197 427 369 972 566 1399 192 1080 140 719 332 1799 07:00 206 465 671 179 96 275
07:15 318 483 801 151 93 244
07:30 324 523 847 147 86 233
07:45 181 1029 500 1971 681 3000 128 605 76 351 204 956 08:00 175 441 616 116 91 207
08:15 201 440 641 103 78 181
08:30 213 409 622 106 80 186
08:45 183 772 340 1630 523 2402 97 422 90 339 187 761
09:00 175 302 477 109 67 176
09:15 131 207 338 88 66 154
09:30 155 189 344 66 46 112
09:45 146 607 181 879 327 1486 74 337 40 219 114 556
10:00 118 206 324 40 33 73
10:15 141 175 316 51 26 77
10:30 128 174 302 50 18 68
10:45 123 510 137 692 260 1202 29 170 16 93 45 263
11:00 154 133 287 28 18 46
11:15 144 174 318 26 19 45
11:30 170 136 306 22 18 40
11:45 182 650 156 599 338 1249 11 87 11 66 22 153
TOTALS 4200 7274 11474 10083 7176 17259
SPLIT % 36.6% 63.4% 39.9% 58.4% 41.6% 60.1%

NB SB EB WB
00 14,283 14,450
AM Peak Hour 06:45 07:00 07:00 16:30 14:30 16:30
AM Pk Volume 1045 1971 3000 1694 1185 2727
Pk Hr Factor 0.806 0.942 0.885 0.963 0.655 0.925
7 ‐ 9 Volume 00 1801 3601 5402 00 3218 1955 5173
7 ‐ 9 Peak Hour 07:00 07:00 07:00 16:30 16:30 16:30
7 ‐ 9 Pk Volume 0 0 1029 1971 3000 0 0 1694 1033 2727 Pk Hr Factor 0.000 0.000 0.794 0.942 0.885 0.000 0.000 0.963 0.870 0.925 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
12/5/2017
14:45
15:00
DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
San Elijo Rd Bet. Melrose Dr/Dove Tail Dr & Questhaven Pacific View 21:30
21:45
22:00
Total
28,733
19:30
19:45
20:00
20:15DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
28,733

DAILY TOTALS
21:00
21:15
20:30
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
Day: City: San Marcos
Date: Project #: CA17_4362_013

NB SB EB WB
00 15,143 14,008
AM Period NB SB EB WB NB SB EB WB
00:00 13 11 24 193 179 372
00:15 16 9 25 186 150 336
00:30 6 4 10 198 161 359
00:45 5 40 4 28 9 68 201 778 139 629 340 1407
01:00 7 7 14 170 153 323
01:15 5 1 6 182 177 359
01:30 5 1 6 206 169 375
01:45 4 21 2 11 6 32 238 796 146 645 384 1441
02:00 1 5 6 309 173 482
02:15 3 2 5 339 218 557
02:30 4 3 7 229 442 671
02:45 2 10 4 14 6 24 269 1146 233 1066 502 2212
03:00 3 2 5 318 237 555
03:15 5 8 13 349 238 587
03:30 8 5 13 441 268 709
03:45 3 19 8 23 11 42 523 1631 252 995 775 2626
04:00 7 12 19 387 241 628
04:15 5 20 25 395 243 638
04:30 12 27 39 380 242 622
04:45 9 33 47 106 56 139 442 1604 235 961 677 2565
05:00 12 45 57 480 225 705
05:15 19 66 85 524 273 797
05:30 25 92 117 464 205 669
05:45 31 87 144 347 175 434 385 1853 202 905 587 2758
06:00 44 147 191 361 220 581
06:15 68 183 251 281 193 474
06:30 121 263 384 272 148 420
06:45 196 429 368 961 564 1390 233 1147 140 701 373 1848 07:00 187 433 620 193 99 292
07:15 346 483 829 182 88 270
07:30 362 505 867 152 86 238
07:45 187 1082 475 1896 662 2978 160 687 79 352 239 1039 08:00 178 419 597 144 85 229
08:15 201 430 631 131 84 215
08:30 219 375 594 117 75 192
08:45 193 791 344 1568 537 2359 106 498 79 323 185 821
09:00 172 291 463 98 68 166
09:15 152 193 345 115 59 174
09:30 156 187 343 98 49 147
09:45 149 629 168 839 317 1468 78 389 40 216 118 605
10:00 119 197 316 51 31 82
10:15 145 174 319 49 25 74
10:30 126 170 296 55 18 73
10:45 124 514 131 672 255 1186 43 198 19 93 62 291
11:00 157 140 297 36 17 53
11:15 147 160 307 30 16 46
11:30 174 144 318 28 17 45
11:45 167 645 149 593 316 1238 22 116 14 64 36 180
TOTALS 4300 7058 11358 10843 6950 17793
SPLIT % 37.9% 62.1% 39.0% 60.9% 39.1% 61.0%

NB SB EB WB
00 15,143 14,008
AM Peak Hour 06:45 07:00 07:00 16:45 14:30 16:45
AM Pk Volume 1091 1896 2978 1910 1150 2848
Pk Hr Factor 0.753 0.939 0.859 0.911 0.650 0.893
7 ‐ 9 Volume 00 1873 3464 5337 00 3457 1866 5323
7 ‐ 9 Peak Hour 07:00 07:00 07:00 16:45 16:30 16:45
7 ‐ 9 Pk Volume 0 0 1082 1896 2978 0 0 1910 975 2848 Pk Hr Factor 0.000 0.000 0.747 0.939 0.859 0.000 0.000 0.911 0.893 0.893 4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
29,151

DAILY TOTALS
21:00
21:15
20:30
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
San Elijo Rd Bet. Questhaven Pacific View & Baker St
21:30
21:45
22:00
Total
29,151
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
12/5/2017
14:45
15:00
DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
Day: City: San Marcos
Date: Project #: CA18_4009_002

NB SB EB WB
00 9,966 9,655
AM Period NB SB EB WB NB SB EB WB
00:00 26 12 38 193 180 373
00:15 26 17 43 183 173 356
00:30 10 19 29 178 185 363
00:45 17 79 8 56 25 135 242 796 220 758 462 1554
01:00 11 9 20 198 205 403
01:15 9 8 17 237 205 442
01:30 6 5 11 198 183 381
01:45 9 35 7 29 16 64 197 830 187 780 384 1610
02:00 14 4 18 199 161 360
02:15 9 5 14 203 143 346
02:30 6 8 14 199 172 371
02:45 8 37 7 24 15 61 207 808 150 626 357 1434
03:00 4 9 13 192 178 370
03:15 8 4 12 224 155 379
03:30 6 3 9 210 167 377
03:45 6 24 6 22 12 46 209 835 146 646 355 1481
04:00 4 8 12 202 164 366
04:15 5 7 12 227 142 369
04:30 6 8 14 191 178 369
04:45 9 24 6 29 15 53 202 822 168 652 370 1474
05:00 8 12 20 205 185 390
05:15 11 19 30 210 192 402
05:30 9 22 31 204 149 353
05:45 16 44 48 101 64 145 166 785 172 698 338 1483
06:00 20 39 59 163 121 284
06:15 26 42 68 176 109 285
06:30 37 56 93 150 125 275
06:45 35 118 92 229 127 347 125 614 115 470 240 1084
07:00 47 83 130 127 83 210
07:15 58 105 163 100 80 180
07:30 68 158 226 105 47 152
07:45 84 257 141 487 225 744 113 445 67 277 180 722
08:00 91 145 236 97 67 164
08:15 91 159 250 108 70 178
08:30 111 176 287 89 64 153
08:45 100 393 210 690 310 1083 88 382 58 259 146 641
09:00 117 168 285 78 62 140
09:15 111 158 269 92 68 160
09:30 149 177 326 86 62 148
09:45 157 534 166 669 323 1203 62 318 61 253 123 571
10:00 129 207 336 73 55 128
10:15 160 185 345 68 35 103
10:30 185 200 385 65 36 101
10:45 177 651 205 797 382 1448 49 255 50 176 99 431
11:00 174 209 383 50 30 80
11:15 170 212 382 43 22 65
11:30 174 210 384 34 24 58
11:45 213 731 197 828 410 1559 22 149 23 99 45 248
TOTALS 2927 3961 6888 7039 5694 12733
SPLIT % 42.5% 57.5% 35.1% 55.3% 44.7% 64.9%

NB SB EB WB
00 9,966 9,655
AM Peak Hour 11:45 10:45 11:00 12:45 12:30 12:45
AM Pk Volume 767 836 1559 875 815 1688
Pk Hr Factor 0.900 0.986 0.951 0.904 0.926 0.913
7 ‐ 9 Volume 00 650 1177 1827 00 1607 1350 2957
7 ‐ 9 Peak Hour 08:00 08:00 08:00 16:15 16:30 16:30
7 ‐ 9 Pk Volume 0 0 393 690 1083 0 0 825 723 1531 Pk Hr Factor 0.000 0.000 0.885 0.821 0.873 0.000 0.000 0.909 0.941 0.952 4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
19,621

DAILY TOTALS
21:00
21:15
20:30
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
San Elijo Rd E/O Dwy
21:30
21:45
22:00
Total
19,621
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Saturday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
1/13/2018
14:45
15:00
DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
Day: City: San Marcos
Date: Project #: CA18_4009_002

NB SB EB WB
00 8,173 7,984
AM Period NB SB EB WB NB SB EB WB
00:00 36 28 64 150 190 340
00:15 22 13 35 150 172 322
00:30 27 14 41 171 184 355
00:45 18 103 15 70 33 173 193 664 156 702 349 1366
01:00 12 17 29 175 170 345
01:15 12 10 22 182 161 343
01:30 12 11 23 151 170 321
01:45 10 46 6 44 16 90 160 668 171 672 331 1340
02:00 3 5 8 174 138 312
02:15 6 7 13 167 142 309
02:30 8 8 16 189 165 354
02:45 12 29 4 24 16 53 196 726 124 569 320 1295
03:00 5 8 13 169 156 325
03:15 3 5 8 152 178 330
03:30 4 3 7 158 146 304
03:45 7 19 5 21 12 40 167 646 143 623 310 1269
04:00 9 8 17 160 134 294
04:15 4 11 15 190 136 326
04:30 8 16 24 173 132 305
04:45 9 30 19 54 28 84 164 687 154 556 318 1243
05:00 9 13 22 171 155 326
05:15 6 14 20 164 178 342
05:30 8 18 26 174 161 335
05:45 21 44 30 75 51 119 156 665 113 607 269 1272
06:00 18 28 46 148 111 259
06:15 14 32 46 160 113 273
06:30 22 41 63 136 89 225
06:45 34 88 37 138 71 226 111 555 97 410 208 965
07:00 27 46 73 110 84 194
07:15 30 72 102 99 69 168
07:30 44 89 133 90 63 153
07:45 57 158 82 289 139 447 81 380 78 294 159 674
08:00 53 77 130 110 69 179
08:15 58 97 155 100 54 154
08:30 68 131 199 77 59 136
08:45 84 263 101 406 185 669 61 348 43 225 104 573
09:00 77 142 219 61 52 113
09:15 95 151 246 66 43 109
09:30 110 168 278 54 34 88
09:45 126 408 159 620 285 1028 59 240 32 161 91 401
10:00 138 149 287 51 32 83
10:15 123 126 249 64 30 94
10:30 131 195 326 50 25 75
10:45 148 540 169 639 317 1179 26 191 21 108 47 299
11:00 140 158 298 28 18 46
11:15 125 157 282 25 13 38
11:30 142 160 302 27 17 44
11:45 174 581 143 618 317 1199 14 94 11 59 25 153
TOTALS 2309 2998 5307 5864 4986 10850
SPLIT % 43.5% 56.5% 32.8% 54.0% 46.0% 67.2%

NB SB EB WB
00 8,173 7,984
AM Peak Hour 11:45 11:45 11:45 14:00 12:00 12:30
AM Pk Volume 645 689 1334 726 702 1392
Pk Hr Factor 0.927 0.907 0.939 0.926 0.924 0.980
7 ‐ 9 Volume 00 421 695 1116 00 1352 1163 2515
7 ‐ 9 Peak Hour 08:00 08:00 08:00 16:15 16:45 16:45
7 ‐ 9 Pk Volume 0 0 263 406 669 0 0 698 648 1321 Pk Hr Factor 0.000 0.000 0.783 0.775 0.840 0.000 0.000 0.918 0.910 0.966 Prepared by NDS/ATD
VOLUME
San Elijo Rd E/O Dwy
Sunday
1/14/2018
DAILY TOTALS Total
16,157
TOTAL PM Period TOTAL
12:00
12:15
12:30
12:45
13:00
13:15
13:30
13:45
14:00
14:15
14:30
14:45
15:00
15:15
15:30
15:45
16:00
16:15
16:30
16:45
17:00
17:15
17:30
17:45
18:00
18:15
18:30
18:45
19:00
19:15
19:30
19:45
20:00
20:15
20:30
20:45
21:00
21:15
SPLIT %
21:30
21:45
22:00
22:15
22:30
22:45
DAILY TOTALS Total
16,157
PM Peak Hour
PM Pk Volume
23:00
23:15
23:30
23:45
TOTALS
Pk Hr Factor
4 ‐ 6 Volume
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
Pk Hr Factor

DAILY TOTALS
Day: City: San Marcos
Date: Project #: CA18_4009_001

NB SB EB WB
00 9,859 9,638
AM Period NB SB EB WB NB SB EB WB
00:00 25 11 36 187 177 364
00:15 25 17 42 183 180 363
00:30 10 19 29 170 187 357
00:45 17 77 9 56 26 133 244 784 211 755 455 1539
01:00 10 7 17 198 198 396
01:15 9 9 18 229 201 430
01:30 8 5 13 190 189 379
01:45 7 34 7 28 14 62 195 812 180 768 375 1580
02:00 14 4 18 202 161 363
02:15 9 5 14 202 142 344
02:30 6 8 14 199 177 376
02:45 7 36 1 18 8 54 209 812 144 624 353 1436
03:00 4 9 13 181 183 364
03:15 8 4 12 222 155 377
03:30 2 3 5 207 169 376
03:45 6 20 6 22 12 42 214 824 143 650 357 1474
04:00 4 7 11 204 167 371
04:15 5 8 13 229 138 367
04:30 6 8 14 180 179 359
04:45 9 24 5 28 14 52 197 810 170 654 367 1464
05:00 5 12 17 213 185 398
05:15 11 18 29 200 202 402
05:30 8 22 30 204 152 356
05:45 16 40 46 98 62 138 166 783 166 705 332 1488
06:00 20 40 60 158 130 288
06:15 27 43 70 175 109 284
06:30 37 54 91 148 128 276
06:45 36 120 89 226 125 346 129 610 118 485 247 1095
07:00 43 83 126 123 83 206
07:15 60 102 162 102 79 181
07:30 64 157 221 99 49 148
07:45 84 251 141 483 225 734 110 434 67 278 177 712
08:00 96 153 249 96 72 168
08:15 88 164 252 109 63 172
08:30 111 175 286 90 68 158
08:45 99 394 202 694 301 1088 87 382 59 262 146 644
09:00 115 172 287 80 61 141
09:15 114 160 274 89 70 159
09:30 150 178 328 86 63 149
09:45 152 531 165 675 317 1206 61 316 62 256 123 572
10:00 130 201 331 70 54 124
10:15 162 186 348 72 34 106
10:30 180 200 380 62 36 98
10:45 183 655 199 786 382 1441 47 251 50 174 97 425
11:00 164 206 370 48 30 78
11:15 164 206 370 43 22 65
11:30 176 206 382 35 22 57
11:45 207 711 198 816 405 1527 22 148 23 97 45 245
TOTALS 2893 3930 6823 6966 5708 12674
SPLIT % 42.4% 57.6% 35.0% 55.0% 45.0% 65.0%

NB SB EB WB
00 9,859 9,638
AM Peak Hour 11:30 10:45 11:00 12:45 12:45 12:45
AM Pk Volume 753 817 1527 861 799 1660
Pk Hr Factor 0.909 0.992 0.943 0.882 0.947 0.912
7 ‐ 9 Volume 00 645 1177 1822 00 1593 1359 2952
7 ‐ 9 Peak Hour 08:00 08:00 08:00 16:15 16:30 16:30
7 ‐ 9 Pk Volume 0 0 394 694 1088 0 0 819 736 1526 Pk Hr Factor 0.000 0.000 0.887 0.859 0.904 0.000 0.000 0.894 0.911 0.949 4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
19,497

DAILY TOTALS
21:00
21:15
20:30
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
San Elijo Rd W/O Dwy
21:30
21:45
22:00
Total
19,497
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Saturday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
1/13/2018
14:45
15:00
DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
Day: City: San Marcos
Date: Project #: CA18_4009_001

NB SB EB WB
00 8,082 7,967
AM Period NB SB EB WB NB SB EB WB
00:00 37 29 66 155 184 339
00:15 20 13 33 150 175 325
00:30 28 14 42 175 177 352
00:45 17 102 14 70 31 172 178 658 159 695 337 1353
01:00 12 16 28 174 173 347
01:15 12 10 22 181 158 339
01:30 12 11 23 148 169 317
01:45 10 46 7 44 17 90 158 661 162 662 320 1323
02:00 3 1 4 170 135 305
02:15 6 7 13 162 148 310
02:30 9 8 17 192 163 355
02:45 11 29 4 20 15 49 189 713 123 569 312 1282
03:00 5 7 12 169 159 328
03:15 3 6 9 155 180 335
03:30 4 3 7 163 148 311
03:45 6 18 4 20 10 38 155 642 146 633 301 1275
04:00 9 5 14 156 137 293
04:15 4 12 16 195 135 330
04:30 8 7 15 165 132 297
04:45 8 29 18 42 26 71 158 674 150 554 308 1228
05:00 1 12 13 168 161 329
05:15 6 14 20 167 183 350
05:30 8 10 18 169 157 326
05:45 22 37 30 66 52 103 154 658 115 616 269 1274
06:00 19 27 46 144 105 249
06:15 14 31 45 160 115 275
06:30 22 42 64 139 87 226
06:45 32 87 36 136 68 223 105 548 100 407 205 955
07:00 29 46 75 110 85 195
07:15 30 69 99 96 69 165
07:30 43 91 134 88 61 149
07:45 58 160 82 288 140 448 79 373 79 294 158 667
08:00 53 75 128 108 67 175
08:15 56 96 152 95 50 145
08:30 71 135 206 78 61 139
08:45 84 264 101 407 185 671 61 342 43 221 104 563
09:00 77 143 220 63 52 115
09:15 99 147 246 64 44 108
09:30 111 178 289 54 34 88
09:45 127 414 158 626 285 1040 63 244 34 164 97 408
10:00 136 155 291 48 33 81
10:15 127 127 254 64 30 94
10:30 122 196 318 48 25 73
10:45 149 534 170 648 319 1182 24 184 19 107 43 291
11:00 142 160 302 28 19 47
11:15 118 157 275 25 14 39
11:30 139 159 298 27 16 43
11:45 172 571 143 619 315 1190 14 94 10 59 24 153
TOTALS 2291 2986 5277 5791 4981 10772
SPLIT % 43.4% 56.6% 32.9% 53.8% 46.2% 67.1%

NB SB EB WB
00 8,082 7,967
AM Peak Hour 11:45 10:30 11:45 14:00 12:00 12:30
AM Pk Volume 652 683 1331 713 695 1375
Pk Hr Factor 0.931 0.871 0.945 0.928 0.944 0.977
7 ‐ 9 Volume 00 424 695 1119 00 1332 1170 2502
7 ‐ 9 Peak Hour 08:00 08:00 08:00 16:15 16:45 16:45
7 ‐ 9 Pk Volume 0 0 264 407 671 0 0 686 651 1313 Pk Hr Factor 0.000 0.000 0.786 0.754 0.814 0.000 0.000 0.879 0.889 0.938 Prepared by NDS/ATD
VOLUME
San Elijo Rd W/O Dwy
Sunday
1/14/2018
DAILY TOTALS Total
16,049
TOTAL PM Period TOTAL
12:00
12:15
12:30
12:45
13:00
13:15
13:30
13:45
14:00
14:15
14:30
14:45
15:00
15:15
15:30
15:45
16:00
16:15
16:30
16:45
17:00
17:15
17:30
17:45
18:00
18:15
18:30
18:45
19:00
19:15
19:30
19:45
20:00
20:15
20:30
20:45
21:00
21:15
SPLIT %
21:30
21:45
22:00
22:15
22:30
22:45
DAILY TOTALS Total
16,049
PM Peak Hour
PM Pk Volume
23:00
23:15
23:30
23:45
TOTALS
Pk Hr Factor
4 ‐ 6 Volume
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
Pk Hr Factor

DAILY TOTALS
Name Type EWStreet NSStreet Group Drop# Area AreaAddr Channel Sys Ref # Last Change FM Name San Elijo W & CookeMcCain 233 MCSan Elijo N Cooke NONE 4 5 4Serial:COM26: 67 ########## NONE Coord
Minimums Hour Minute
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 1 2 3 4 5 6 7 8 9 A B C D E F
0 1
Notes are in Column A, Rows 32 to 40

Holiday Events
Bank 1

Page 0 ends

Page 1 ends

Printed on 5/16/2018 1:41 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: San Elijo W & Cooke Page 1 (of 9)
Group Assignment: NONE N/S Street Name: Cooke Last Database Change:

Field Master Assignment: NONE E/W Street Name: San Elijo N System Reference Number: 67
Notes:

Change By Date By Date
Drop Number 4 <C/0+0+0>
Zone Number 0 <C/0+0+1> 0 <F/1+0+E>
Area Number 5 <C/0+0+2> 5.0 <F/1+0+F> Exclusive Walk 0 <F/1+0+0> Area Address 4 <C/0+0+3> <C/0+A+1> 5.0 <F/1+C+0> Exclusive FDW 0 <F/1+0+1> QuicNet Channel (QuicNet) <C/0+B+1> 0.0 <F/1+0+5> All Red Clear 0.0 <F/1+0+2> Communication Addresses Manual Selection 6.0 <F/1+0+3> Exclusive Ped Phase Start / Revert Times
Column Numbers ----> 1 2 3 4 5 6 7 8 9 A B C D E
Row Phase Names ----> Row
0 Ped Walk 0 0 0 7 0 7 0 7 - - - - - - - - - - - - - - - RR-1 Delay 0 Permit 0 1 Ped FDW 0 0 0 10 0 10 0 10 Phase 1 0 0 0 0 0.0 RR-1 Clear 10 Red Lock 1 2 Min Green 0 0 0 5 0 10 0 5 Phase 2 20 0 0 0 0.0 EV-A Delay 0 Yellow Lock 2 3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 EV-A Clear 1 Min Recall 3 4 Added per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 4 20 0 0 0 0.0 EV-B Delay 0 Ped Recall 4 5 Veh Extension 0.0 0.0 0.0 2.0 0.0 3.0 0.0 3.0 Phase 5 0 0 0 0 0.0 EV-B Clear 1 View Set Peds 5 6 Max Gap 0.0 0.0 0.0 2.0 0.0 3.0 0.0 3.0 Phase 6 20 0 0 0 0.0 EV-C Delay 0 Rest In Walk 6 7 Min Gap 0.0 0.0 0.0 2.0 0.0 3.0 0.0 3.0 Phase 7 0 0 0 0 0.0 EV-C Clear 1 Red Rest 7 8 Max Limit 0 0 0 40 0 40 0 40 Phase 8 20 0 0 0 0.0 EV-D Delay 0 Dual Entry 8 9 Max Limit 2 0 0 0 0 0 0 0 0 EV-D Clear 1 Max Recall 9 A Adv. / Delay Walk 0 0 0 3 0 3 0 3 Max Initial RR-2 Delay 0 Soft Recall A B PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk RR-2 Clear 10 Max 2 B C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW View EV Delay - - - Cond. Service C D Reduce Every 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Initial View EV Clear - - - Man Cntrl Calls D E Yellow Change 0.0 0.0 0.0 3.0 0.0 4.5 0.0 3.0 Alternate Extension View RR Delay - - - Yellow Start E F Red Clear 0.0 0.0 0.0 2.0 0.0 1.5 0.0 2.0 View RR Clear - - - First Phases F Phase Timing - Bank 1 <C+0+F=1> Alternate Timing <C+0+F=1> Preempt Timing Phase Functions <C+0+F=1> 10/17/2017 17:08
Change
Change Record
________
_____6__
- - - - -
________
________
___4_6_8
_______8
________
________
___4___8
_____6__
___4___8
________
________
________
_____6__
F
(Outputs specified in Assignable
Outputs at E/127+A+E & F)
Phase
Manual Plan
Manual OffsetSerial:COM26: FYA Red Revert
OVLP CHG Red
All Red Start
Manual Plan
0 = Automatic
1-9 = Plan 1-9
14 = Free
15 = Flash
Manual Offset
0 = Automatic
1 = Offset A
2 = Offset B
3 = Offset C

Flash Start
Red Revert
Printed on 5/16/2018 1:41 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo W & Cooke Page 2 (of 9)
Column Numbers ----> 1 2 3 4 5 6 7 8
Row Overlap Name ----> C Row
0 Load Switch Number 0 0 0 0 0 0 0 0 EV-A 0 0
1 Veh Set 1 - Phases ________ ________ ________ ________ ________ ________ ________ ________ EV-B 0 1 2 Veh Set 2 - Phases ________ ________ ________ ________ ________ ________ ________ ________ EV-C 0 2 3 Veh Set 3 - Phases ________ ________ ________ ________ ________ ________ ________ ________ EV-D 0 3 4 Neg Veh Phases ________ ________ ________ ________ ________ ________ ________ ________ RR-1 * - - - 4 5 Neg Ped Phases ________ ________ ________ ________ ________ ________ ________ ________ RR-2 * - - - 5 6 Green Omit Phases ________ ________ ________ ________ ________ ________ ________ ________ SE-1 0 6 7 Green Clear Omit Phs. ________ ________ ________ ________ ________ ________ ________ ________ SE-2 0 7 8 Overlap Recall N N N N N N N N 8
9 Queue Jump Phase ________ ________ ________ ________ ________ ________ ________ ________ 9 A Queue Jump Time 0 0 0 0 0 0 0 0 A
B Minimum Green 0 0 0 0 0 0 0 0 B
C Maximum Green 0 0 0 0 0 0 0 0 C
D Green Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 D
E Yellow Change 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E
F Red Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 F
Overlap Assignments <C+0+E=29>
Row Column Numbers ----> E F 2 Row
0 Exclusive Phases ________ Fast Green Flash Phase 0
1 RR-1 Clear Phases ________ Ext. Permit 1 Phases ________ Green Flash Phases Phase 1 10 1 2 RR-2 Clear Phases ________ Ext. Permit 2 Phases ________ Flashing Walk Phases Phase 2 10 2 3 RR-2 Limited Service ________ Exclusive Ped Assign ________ Guaranteed Passage Phase 3 10 3 4 Prot / Perm Phases ________ Preempt Non-Lock ________ Simultaneous Gap Term Phase 4 10 4 5 Flash to PE Circuits ________ Ped for 2P Output ________ Sequential Timing Phase 5 10 5 6 Flash Entry Phases ________ Ped for 6P Output _____6__ Advance Walk Phases Phase 6 10 6 7 Disable Yellow Range ________ Ped for 4P Output ________ Delay Walk Phases Phase 7 10 7 8 Disable Ovp Yel Range ________ Ped for 8P Output _______8 External Recall Phase 8 10 8 9 Overlap Yellow Flash ________ Yellow Flash Phases ________ Start-up Overlap Green 9 A EV-A Phases ________ Low Priority A Phases ________ Max Extension A B EV-B Phases ___4____ Low Priority B Phases ________ Inhibit Ped Reservice B C EV-C Phases _____6__ Low Priority C Phases ________ Semi-Actuated C D EV-D Phases _______8 Low Priority D Phases ________ Start-up Overlap Yellow D E Extra 1 Config. Bits 1_3_5___ Restricted Phases ________ Start-up Vehicle Calls E F IC Select (Interconnect) _2______ Extra 2 Config. Bits ___4__7_ Start-up Ped Calls F Configuration <C+0+E=125> Configuration <C+0+E=125> Specials <C+0+F=2> Overlap
Coordination
Transition
________
12345678
________
________
________
F
<C+0+E=125>
IC Select Flags
1 =
2 = Modem
3 = 7-Wire Slave
4 = FYA/Ped call side
5 = Ped Inhibit FYA
6 = Simplex Master
7 =
8 = Offset Interrupter
Minimums
Flash to PE &
PE Non-Lock
1 = EV A 5 = RR 1
2 = EV B 6 = RR 2
3 = EV C 7 = SE 1
4 = EV D 8 = SE 2
12345678
________
________
________
________
________
12345678
Preempt
Priority
Extra 1 Flags
1 = TBC Type 1
2 = NEMA Ext. Coord
3 = Auto Daylight Savings
4 = Solid FDW on EV
5 = Extended Status
6 = International Ped
7 = Flash - Clear Outputs
8 = Split Ring
Extra 2 Flags
1 = AWB During Initial
2 = 3 Section FYA
3 = Disable Min Walk
4 = QuicNet System
5 = Ignore P/P on EV
6 = Manual Hold in FDW
7 = Allow QuicNet PE
8 = Flash Grn B4 Yellow
( * RR-1 is always Highest,
and RR-2 is always
Second Highest )
<C+0+C=5>
________
________
________
___4_6_8
Printed on 5/16/2018 1:41 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo W & Cooke Page 3 (of 9)
Column Numbers ----> 1 2 3 4 5 6 7 8 9
Row Plan Name ----> Row E Row
0 Cycle Length 60 45 80 90 90 90 0 0 0 0 0
1 Phase 1 - ForceOff 0 0 0 0 0 0 0 0 0 1 Plan 1 - Sync _____6__ 1 2 Phase 2 - ForceOff 0 0 0 0 0 0 0 0 0 2 Plan 2 - Sync _____6__ 2 3 Phase 3 - ForceOff 0 0 0 0 0 0 0 0 0 3 Plan 3 - Sync _____6__ 3 4 Phase 4 - ForceOff 30 19 20 25 25 30 0 0 0 4 Plan 4 - Sync _____6__ 4 5 Phase 5 - ForceOff 0 0 0 0 0 0 0 0 0 5 Plan 5 - Sync _____6__ 5 6 Phase 6 - ForceOff 0 0 0 0 0 0 0 0 0 6 Plan 6 - Sync _____6__ 6 7 Phase 7 - ForceOff 0 0 0 0 0 0 0 0 0 7 Plan 7 - Sync _____6__ 7 8 Phase 8 - ForceOff 30 19 0 0 0 30 0 0 0 8 Plan 8 - Sync _____6__ 8 9 Ring Offset 0 0 0 0 0 0 0 0 0 9 Plan 9 - Sync _____6__ 9 A Offset 1 33 14 8 59 52 33 0 0 0 A NEMA Sync ________ A B Offset 2 0 0 0 0 0 0 0 0 0 B NEMA Hold ________ B
C Offset 3 0 0 0 0 0 0 0 0 0 C C
D Perm 1 - End 4 4 8 9 9 2 0 0 0 D D
E Hold Release 255 255 255 255 255 255 0 0 0 E Coord Extra ________ E F Reserved 0 0 0 0 0 0 0 0 0 F F
Coordination - Bank 1 <C+0+C=1> Sync Phases <C+0+C=1>
Row Row F Row
0 Ped Adjustment 0 0 0 0 0 0 0 0 0 0 Free Lag _2_4_6_8 0 1 Perm 2 - Start 0 0 0 0 0 0 0 0 0 1 Plan 1 - Lag _2_4_6_8 1 2 Perm 2 - End 0 0 0 0 0 0 0 0 0 2 Plan 2 - Lag _2_4_6_8 2 3 Perm 3 - Start 0 0 0 0 0 0 0 0 0 3 Plan 3 - Lag _2_4_6_8 3 4 Perm 3 - End 0 0 0 0 0 0 0 0 0 4 Plan 4 - Lag _2_4_6_8 4 5 Reservice Time 0 0 0 0 0 0 0 0 0 5 Plan 5 - Lag _2_4_6_8 5 6 Reservice Phases ________ ________ ________ ________ ________ ________ ________ ________ ________ 6 Plan 6 - Lag _2_4_6_8 6 7 7 Plan 7 - Lag _2_4_6_8 7
8 Pretimed Phases ________ ________ ________ ________ ________ ________ ________ ________ ________ 8 Plan 8 - Lag _2_4_6_8 8 9 Max Recall ________ ________ ________ ________ ________ ________ ________ ________ ________ 9 Plan 9 - Lag _2_4_6_8 9 A Perm 1 Veh Phase 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 A External Lag ________ A B Perm 1 Ped Phase 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 B Lag Hold ________ B C Perm 2 Veh Phase ________ ________ ________ ________ ________ ________ ________ ________ ________ C C D Perm 2 Ped Phase ________ ________ ________ ________ ________ ________ ________ ________ ________ D D E Perm 3 Veh Phase ________ ________ ________ ________ ________ ________ ________ ________ ________ E E F Perm 3 Ped Phase ________ ________ ________ ________ ________ ________ ________ ________ ________ F F Coordination - Bank 2 <C+0+C=2> Lag Phases <C+0+C=1>
Plan
Coord Extra
1 = Programmed WALK Time for Sync Phases
2 = Always Terminate Sync Phase Peds
Printed on 5/16/2018 1:41 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo W & Cooke Page 4 (of 9)
Row Row
0 One-Shot Timer 0 Latch 1 Set 0 NOT-3 0 Max 2 0 Pretimed 0 Set DOW 0 Dial 2 (7-Wire) 0 Sim Term 0 0 1 AND-5 (a) 0 Latch 1 Reset 0 NOT-4 0 Bus Checkin A 0 Plan 1 0 Ext. Perm 1 0 Dial 3 (7-Wire) 0 EV-A 71 1 2 AND-5 (b) 0 Latch 2 Set 0 OR-4 (a) 0 Bus Checkin B 0 Plan 2 0 Ext. Perm 2 0 Offset 1 (7-Wire) 0 EV-B 72 2 3 AND-6 (a) 0 Latch 2 Reset 0 OR-4 (b) 0 Bus Checkin C 0 Plan 3 0 Gate Down 0 Offset 2 (7-Wire) 0 EV-C 73 3 4 AND-6 (b) 0 NAND-3 (a) 0 OR-5 (a) 0 Bus Checkin D 0 Plan 4 0 Set Clock 0 Offset 3 (7-Wire) 0 EV-D 74 4 5 Reserved NAND-3 (b) 0 OR-5 (b) 0 Bus Checkout A 0 Plan 5 0 Stop Time 82 Free (7-Wire) 0 RR-1 51 5 6 Reserved NAND-4 (a) 0 OR-6 (a) 0 Bus Checkout B 0 Plan 6 0 Flash Sense 81 Flash (7-Wire) 0 RR-2 52 6 7 Reserved NAND-4 (b) 0 OR-6 (b) 0 Bus Checkout C 0 Plan 7 0 Manual Enable 0 Excl. Ped Omit 0 Spec. Event 1 0 7 8 Spec. Funct. 1 0 OR-7 (a) 0 EXTMR 0 Bus Checkout D 0 Plan 8 0 Man. Advance 0 NOT-1 0 Spec. Event 2 0 8 9 Spec. Funct. 2 0 OR-7 (b) 0 External Alarm 1 0 Max Inhibit (nema) 0 Plan 9 0 External Alarm 2 0 NOT-2 0 External Lag 0 9 A Spec. Funct. 3 0 OR-7 (c) 0 AND-4 (a) 0 Force A (nema) 0 DELAY-A 0 Phase Bank 2 0 OR-1 (a) 0 AND-1 (a) 0 A B Spec. Funct. 4 0 OR-7 (d) 0 AND-4 (b) 0 Force B (nema) 0 DELAY-B 0 Phase Bank 3 0 OR-1 (b) 0 AND-1 (b) 0 B C Reserved OR-8 (a) 0 NAND-1 (a) 0 C.N.A. (nema) 0 DELAY-C 0 Overlap Set 2 0 OR-2 (a) 0 AND-2 (a) 0 C D Reserved OR-8 (b) 0 NAND-1 (b) 0 Hold (nema) 0 DELAY-D 0 Overlap Set 3 0 OR-2 (b) 0 AND-2 (b) 0 D E Reserved OR-8 (c) 0 NAND-2 (a) 0 Max Recall 0 DELAY-E 0 Detector Set 2 0 OR-3 (a) 0 AND-3 (a) 0 E F Reserved OR-8 (d) 0 NAND-2 (b) 0 Min Recall 0 DELAY-F 0 Detector Set 3 0 OR-3 (b) 0 AND-3 (b) 0 F Assignable Inputs <C+0+E=126>
Row Row
0 Reserved Phase ON - 1 0 Preempt Fail 0 Flasher 0 0 Free 0 NOT-1 0 TOD Out 1 0 Dial 2 (7-Wire) 0 0 1 Reserved Phase ON - 2 0 Sp Evnt Out 1 0 Flasher 1 0 Plan 1 0 OR-1 0 TOD Out 2 0 Dial 3 (7-Wire) 0 1 2 Reserved Phase ON - 3 0 Sp Evnt Out 2 0 Fast Flasher 0 Plan 2 0 OR-2 0 TOD Out 3 0 Offset 1 (7-Wire) 0 2 3 Reserved Phase ON - 4 0 Sp Evnt Out 3 0 EXTMR 0 Plan 3 0 OR-3 0 TOD Out 4 0 Offset 2 (7-Wire) 0 3 4 Reserved Phase ON - 5 0 Sp Evnt Out 4 0 One-Shot Timer 0 Plan 4 0 AND-1 0 TOD Out 5 0 Offset 3 (7-Wire) 0 4 5 Reserved Phase ON - 6 0 Sp Evnt Out 5 0 Reserved Plan 5 0 AND-2 0 TOD Out 6 0 Free (7-Wire) 0 5 6 Reserved Phase ON - 7 0 Sp Evnt Out 6 0 Latch 1 0 Plan 6 0 AND-3 0 TOD Out 7 0 Flash (7-Wire) 0 6 7 Reserved Phase ON - 8 0 Sp Evnt Out 7 0 Latch 2 0 Plan 7 0 NOT-2 0 TOD Out 8 0 Preempt 0 7 8 Flh Yell Arrow 1 0 Ph. Check - 1 0 Sp Evnt Out 8 0 NOT-3 0 Plan 8 0 EV-A 0 Adv. Warn - 1 0 Low Priority A 0 8 9 Green 1 0 Ph. Check - 2 0 Coord On 0 NOT-4 0 Plan 9 0 EV-B 0 Adv. Warn - 2 0 Low Priority B 0 9 A Flh Yell Arrow 3 0 Ph. Check - 3 0 Detector Fail 0 OR-4 0 Spec. Funct. 3 0 EV-C 0 DELAY-A 0 Low Priority C 0 A B Green 3 0 Ph. Check - 4 0 Spec. Funct. 1 0 OR-5 0 Spec. Funct. 4 0 EV-D 0 DELAY-B 0 Low Priority D 0 B C Flh Yell Arrow 5 0 Ph. Check - 5 0 Spec. Funct. 2 0 OR-6 0 NAND-3 0 RR-1 0 DELAY-C 0 AND-5 0 C D Green 5 0 Ph. Check - 6 0 Central Control 0 AND-4 0 NAND-4 0 RR-2 0 DELAY-D 0 AND-6 0 D E Flh Yell Arrow 7 0 Ph. Check - 7 0 Excl. Ped DW 0 NAND-1 0 OR-7 0 Spec. Event 1 0 DELAY-E 0 Reserved E F Green 7 0 Ph. Check - 8 0 Excl. Ped WK 0 NAND-2 0 OR-8 0 Spec. Event 2 0 DELAY-F 0 Reserved F Assignable Outputs <C+0+E=127>
Column D
Column C
Column C
Column D Column E Column F
Column E Column F
Column 8 Column 9
Column 9
Column A
Column 8
Column B
Column A Column B
Printed on 5/16/2018 1:41 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo W & Cooke Page 5 (of 9)
Column Numbers ----> 1 2 3 4 5 6 7 8 9 A B C D
Row Phase Names ----> Transition Type 0.3 <C/5+1+9>
0 Ped Walk 0 0 0 0 0 7 7 7 - - - - - - - - - - - - - - - TBC Transition 1 Ped FDW 0 0 0 0 0 7 6 6 Phase 1 0 0 0 0 0.0
2 Min Green 0 0 0 0 0 7 7 7 Phase 2 20 0 0 0 0.0
3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 Hawk Select 0 <F/1+0+4> 4 Added per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 4 20 0 0 0 0.0 Hawk Select 200 = Mid-Block, 201 = Hawk 5 Veh Extension 0.0 0.0 0.0 0.0 0.0 3.0 3.0 3.0 Phase 5 0 0 0 0 0.0 6 Max Gap 0.0 0.0 0.0 0.0 0.0 3.0 3.0 3.0 Phase 6 20 0 0 0 0.0 Address 0 <C/1+0+6> 7 Min Gap 0.0 0.0 0.0 0.0 0.0 3.0 3.0 3.0 Phase 7 0 0 0 0 0.0 Select Parity 0 <C/1+0+5> 8 Max Limit 0 0 0 0 0 40 40 40 Phase 8 20 0 0 0 0.0 AB3418 Comm 2 0 = No Parity, 1 = Even 9 Max Limit 2 0 0 0 0 0 0 0 0
A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial Begin Month 3 <C/5+2+A> B PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk Begin Week 2 <C/5+2+B> C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW End Month 11 <C/5+2+C> D Reduce Every 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Initial End Week 1 <C/5+2+D> E Yellow Change 0.0 0.0 0.0 0.0 0.0 3.2 3.2 3.2 Alternate Extension Daylight Savings Time F Red Clear 0.0 0.0 0.0 0.0 0.0 1.0 1.0 1.0
Phase Timing - Bank 2 <C+0+F=2> Alternate Timing
Time B4 Yellow 0.0 <F/1+C+E>
Phase Number 0 <F/1+C+F>
Row 1 2 3 4 5 6 7 8 9 A B C D Advance Warning Beacon - Sign 1 0 Ped Walk 0 0 0 0 0 7 7 7 - - - - - - - - - - - - - - - 1 Ped FDW 0 0 0 0 0 7 6 6 Phase 1 0 0 0 0 0.0 Time B4 Yellow 0.0 ` 2 Min Green 0 0 0 0 0 7 7 7 Phase 2 20 0 0 0 0.0 Phase Number 0 <F/1+D+F> 3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 Advance Warning Beacon - Sign 2 4 Added per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 4 20 0 0 0 0.0 5 Veh Extension 0.0 0.0 0.0 0.0 0.0 3.0 3.0 3.0 Phase 5 0 0 0 0 0.0 Offset Time 0 <C/5+2+E> 6 Max Gap 0.0 0.0 0.0 0.0 0.0 3.0 3.0 3.0 Phase 6 20 0 0 0 0.0 Max Cycle Time 0 <C/5+2+F> 7 Min Gap 0.0 0.0 0.0 0.0 0.0 3.0 3.0 3.0 Phase 7 0 0 0 0 0.0 Yellow Yield Coordination 8 Max Limit 0 0 0 0 0 40 40 40 Phase 8 20 0 0 0 0.0
9 Max Limit 2 0 0 0 0 0 0 0 0
A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial Omit Alarm <C/5+F+0> B PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk Local Alarm Disable C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW D Reduce Every 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Initial E Yellow Change 0.0 0.0 0.0 0.0 0.0 3.2 3.2 3.2 Alternate Extension F Red Clear 0.0 0.0 0.0 0.0 0.0 1.0 1.0 1.0
Phase Timing - Bank 3 <C+0+F=3> Alternate Timing
Phase
Transition Type

0.X = Shortway

1.X = Lengthen
X.1 thru X.4 =
Number of
cycles when
lengthing
Daylight Savings
Date
If set to all zeros,
standard dates
will be used.
12345678
12345678
Printed on 5/16/2018 1:41 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo W & Cooke Page 6 (of 9)
Column Numbers ----> 0 1 2 3 1 3
C1 Pin Carry-
Row Detector Name Number Attributes Phase(s) Assign Delay over Column Numbers ----> 1 2 3 4 5 6 7 8 Row 0 39 ___45_7_ _2______ 123_____ 0.0 0.0 Walk 0 0 0 0 0 0 0 0 0 1 40 ___45_7_ _____6__ 123_____ 0.0 0.0 Don't Walk 0 0 0 0 0 0 0 0 1 2 41 ___45_7_ ___4____ 123_____ 0.0 0.0 Phase Green 0 0 0 0 0 0 0 0 2 3 42 ___45_7_ _______8 123_____ 0.0 0.0 Phase Yellow 0 0 0 0 0 0 0 0 3 4 43 ___45_7_ _2______ 123_____ 0.0 0.0 Phase Red 0 0 0 0 0 0 0 0 4 5 44 ___45_7_ _____6__ 123_____ 0.0 0.0 Overlap Green 0 0 0 0 0 0 0 0 5 6 45 ___45_7_ ___4____ 123_____ 0.0 0.0 Overlap Yellow 0 0 0 0 0 0 0 0 6 7 46 ___45_7_ _______8 123_____ 0.0 0.0 Overlap Red 0 0 0 0 0 0 0 0 7 8 47 _____67_ _2______ 123_____ 0.0 0.0 Redirect Phase Outputs <C+0+E=127> 9 48 _____67_ _____6__ 123_____ 0.0 0.0
A 49 _____67_ ___4____ 123_____ 0.0 0.0 Cabinet Type 0 <E/125+D+0> B 50 _____67_ _______8 123_____ 0.0 0.0 Enable Redirection B Row C 55 ___45_7_ ____5___ 123_____ 0.0 0.0 0.0 8
D 56 ___45_7_ 1_______ 123_____ 0.0 0.0 0 9
E 57 ___45_7_ ______7_ 123_____ 0.0 0.0 Max OFF (minutes) 60 <D/0+0+1> 0 A F 58 ___45_7_ __3_____ 123_____ 0.0 0.0 Max ON (minutes) 5 <D/0+0+2> 0 B Chatter Fail Time 0 <D/0+0+4> 0 C
4 5 6 7 2 4 Detector Failure Monitor 0 D
C1 Pin Carry- 0 E
Row Detector Name Number Attributes Phase(s) Assign Delay over Detector Attributes Ped Ovlp Parent Phase0 <E/125+D+1> 0 F 0 59 ___45_7_ ____5___ 123_____ 0.0 0.0 Ped Ovlp Phases <E/125+D+2> Delay Logic Times 1 60 ___45_7_ 1_______ 123_____ 0.0 0.0 RR1 Exit Phases <E/125+D+3> <C+0+D=0> (seconds) 2 61 ___45_7_ ______7_ 123_____ 0.0 0.0 Excl Ped/Ped Svc 0 <E/125+D+4> 3 62 ___45_7_ __3_____ 123_____ 0.0 0.0 Miscellaneous
4 63 ___45_7_ _2______ 123_____ 0.0 0.0
5 64 ___45_7_ _____6__ 123_____ 0.0 0.0
6 65 ___45_7_ ___4____ 123_____ 0.0 0.0
7 66 ___45_7_ _______8 123_____ 0.0 0.0
8 67 _2______ _2______ 123_____ 0.0 0.0 Det. Assignments 9 68 _2______ _____6__ 123_____ 0.0 0.0
A 69 _2______ ___4____ 123_____ 0.0 0.0
B 70 _2______ _______8 123_____ 0.0 0.0
C 76 ___45_7_ _2______ 123_____ 0.0 0.0
D 77 ___45_7_ _____6__ 123_____ 0.0 0.0
E 78 ___45_7_ ___4____ 123_____ 0.0 0.0
F 79 ___45_7_ _______8 123_____ 0.0 0.0
Detector Assignments <C+0+E=126>
Ped / Phase / Overlap
(Enable Redirection = 30)
<C+0+D=0>
1 = Full Time Delay
2 = Ped Call
3 = Overlap
4 = Count
5 = Extension
6 = Type 3
7 = Calling
8 = Alternate
1 = Det. Set 1
2 = Det. Set 2
3 = Det. Set 3
4 =
5 =
6 = Failure - Min Recall
7 = Failure - Max Recall
8 = Report on Failure

DELAY-A

DELAY-B

DELAY-F

DELAY-C

DELAY-E

DELAY-D
________
________
One-Shot
Ext. Timer
Printed on 5/16/2018 1:41 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo W & Cooke Page 7 (of 9)
Column 4
Row Time Day of Week Time Day of Week Phases/Bits Holiday Type Time Holiday Type 0 00 : 00 E A 1234567 07 : 00 4 _23456_ _____6__ 00 00 0 _______ 00 : 00 0 0 _______ 1 07 : 00 6 A _23456_ 20 : 00 4 _23456_ ________ 00 00 0 _______ 00 : 00 0 0 _______ 2 09 : 30 1 A _23456_ 09 : 00 4 1_____7 _____6__ 00 00 0 _______ 00 : 00 0 0 _______ 3 13 : 00 6 A _23456_ 18 : 00 4 1_____7 ________ 00 00 0 _______ 00 : 00 0 0 _______ 4 18 : 30 1 A _23456_ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 5 20 : 00 E A _23456_ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 6 09 : 00 1 A 1_____7 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 7 18 : 00 E A 1_____7 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 8 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 9 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ A 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ B 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ C 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ D 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ E 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ F 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ TOD Coordination <C+0+9=0.1> TOD <C+0+7=0.1> <C+0+E=27> Holiday Dates <C+0+8=1.1> Holiday Events <C+0+9=1.1> (Bank 1) Function (Bank 1) (Bank 1)
Column 4
Row Time Day of Week Time Holiday Type Phases/Bits Holiday Type Time Holiday Type 0 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 1 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 2 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 3 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 4 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 5 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 6 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 7 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 8 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 9 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ A 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ B 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ C 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ D 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ E 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ F 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ TOD Coordination <C+0+9=0.2> Holiday <C+0+7=0.2> <C+0+E=28> Holiday Dates <C+0+8=1.2> Holiday Events <C+0+9=1.2> (Bank 2) TOD Function (Bank 2) (Bank 2)
Month Select: October = A, November = B, Decmber = C
Plan
Offset
Plan
Offset
T.O.D. Functions
0 =
1 = Red Lock
2 = Yellow Lock
3 = Veh Min Recall
4 = Ped Recall
5 =
6 = Rest In Walk
7 = Red Rest
8 = Double Entry
9 = Veh Max Recall
A = Veh Soft Recall
B = Maximum 2
C = Conditional Service
D = Free Lag Phases
E = Bit 1 - Local Override
Bit 4 - Disable Detector
OFF Monitor
Bit 5 - Disable Low
Priority Preempt
Bit 6 - FYA Inhibit
Bit 7 - Detector Count
Monitor
Bit 8 - Real Time Split
Monitor
F = Output Bits 1 thru 8
Plan Select
1 thru 9 = Coordination
Plan 1 thru 9
14 or E = Free
15 or F = Flash
Offset Select
A = Offset A
B = Offset B
C = Offset C
Offset
Plan
Offset
Plan
Funct.Funct.

MonthMonth
YearYear
DayDay
Printed on 5/16/2018 1:41 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo W & Cooke Page 8 (of 9)
6 7 8 9 A B C D E F
Row Clear Time Ped Call Hold Advance Force Off Vehicle Call Permit Phases Ped Omit Output 0 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 1 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ Notes:
2 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 3 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 4 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 5 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 6 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 7 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 8 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 9 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ A ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ B ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ C ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ D ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ E ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 0 <E/27+5+F> F ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ Limited Service Interval Special Event Schedule -- Table 1 <C+0+E=27>
6 7 8 9 A B C D E F
Row Clear Time Ped Call Hold Advance Force Off Vehicle Call Permit Phases Ped Omit Output 0 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 1 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ Notes:
2 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 3 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 4 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 5 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 6 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 7 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 8 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 9 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ A ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ B ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ C ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ D ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ E ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 0 <E/28+5+F> F ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ Limited Service Interval Special Event Schedule -- Table 2 <C+0+E=28>
Printed on 5/16/2018 1:41 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo W & Cooke Page 9 (of 9)
Min Time (seconds) 0 <F/1+0+8> Row
Min Green Before PE Force Off C Bus Headway 0
D Bus Delay 0
Max Time (minutes) 255 <F/1+0+9> E Max Early Grn 0 Row Time Max Preempt Time Before Failure F Max Grn Ext. 0 0 00 : 00 0 0 Priority Parameters 1 00 : 00 0 0
Min Time (seconds) 0 <F/1+0+A> <F/1 +A+Row> 2 00 : 00 0 0 Min Time Between Same Preempts 3 00 : 00 0 0
(Does Not Apply To Railroad Preempt) 4 00 : 00 0 0
5 00 : 00 0 0
Low Pri. Channel <E/125+C+8> 6 00 : 00 0 0
Disable Low Priority Channel 7 00 : 00 0 0
8 00 : 00 0 0
9 00 : 00 0 0
A 00 : 00 0 0
B 00 : 00 0 0
C 00 : 00 0 0
D 00 : 00 0 0
E 00 : 00 0 0
F 00 : 00 0 0
Headway Schedule <C+0+9=2.1>
_______
_______
Low Priority Preemption (Bus Priority)
Note: Also see "Time of Day Functions", Function E, Bit 5 (Disable Low Priority) _______
_______
_______
_______
_______
_______
_______
Day of Week
_______
_______
________
Low Priority
1 = Channel A
2 = Channel B
3 = Channel C
4 = Channel D
Headway
Direction Headway Time
(minutes)
1 thru 9 = 1 thru 9
A = 10
B = 11
C = 12
D = 13
E = 14
F = 15
_______
_______
_______
_______
_______
Printed on 5/16/2018 1:41 PM Timing Sheet Version: 233 RV3 Revision: 60322 Name Type EWStreet NSStreet Group Drop# Area AreaAddr Channel Sys Ref # Last Change FM Name San Elijo E & BakerMcCain 233 MCSan Elijo Baker NONE 1 0 3Serial:COM26: 52 ########## NONE Coord
Minimums Hour Minute
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 1 2 3 4 5 6 7 8 9 A B C D E F
0 1
Notes are in Column A, Rows 32 to 40

Holiday Events
Bank 1

Page 0 ends

Page 1 ends

Printed on 5/16/2018 1:39 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: San Elijo E & Baker Page 1 (of 9)
Group Assignment: NONE N/S Street Name: Baker Last Database Change:

Field Master Assignment: NONE E/W Street Name: San Elijo System Reference Number: 52
Notes:

Change By Date By Date
Drop Number 1 <C/0+0+0>
Zone Number 0 <C/0+0+1> 0 <F/1+0+E>
Area Number 0 <C/0+0+2> 5.0 <F/1+0+F> Exclusive Walk 0 <F/1+0+0> Area Address 3 <C/0+0+3> <C/0+A+1> 5.0 <F/1+C+0> Exclusive FDW 0 <F/1+0+1> QuicNet Channel (QuicNet) <C/0+B+1> 2.0 <F/1+0+5> All Red Clear 0.0 <F/1+0+2> Communication Addresses Manual Selection 6.0 <F/1+0+3> Exclusive Ped Phase Start / Revert Times
Column Numbers ----> 1 2 3 4 5 6 7 8 9 A B C D E
Row Phase Names ----> Row
0 Ped Walk 0 7 0 7 0 0 0 7 - - - - - - - - - - - - - - - RR-1 Delay 0 Permit 0 1 Ped FDW 0 10 0 10 0 0 0 10 Phase 1 0 0 0 0 0.0 RR-1 Clear 10 Red Lock 1 2 Min Green 0 10 0 5 0 0 0 5 Phase 2 20 0 0 0 0.0 EV-A Delay 0 Yellow Lock 2 3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 EV-A Clear 5 Min Recall 3 4 Added per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 4 20 0 0 0 0.0 EV-B Delay 0 Ped Recall 4 5 Veh Extension 0.0 3.0 0.0 3.0 0.0 0.0 0.0 3.0 Phase 5 0 0 0 0 0.0 EV-B Clear 5 View Set Peds 5 6 Max Gap 0.0 3.0 0.0 3.0 0.0 0.0 0.0 3.0 Phase 6 20 0 0 0 0.0 EV-C Delay 0 Rest In Walk 6 7 Min Gap 0.0 3.0 0.0 3.0 0.0 0.0 0.0 3.0 Phase 7 0 0 0 0 0.0 EV-C Clear 5 Red Rest 7 8 Max Limit 0 40 0 30 0 0 0 30 Phase 8 20 0 0 0 0.0 EV-D Delay 0 Dual Entry 8 9 Max Limit 2 0 0 0 0 0 0 0 0 EV-D Clear 5 Max Recall 9 A Adv. / Delay Walk 0 3 0 3 0 0 0 3 Max Initial RR-2 Delay 0 Soft Recall A B PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk RR-2 Clear 10 Max 2 B C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW View EV Delay - - - Cond. Service C D Reduce Every 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Initial View EV Clear - - - Man Cntrl Calls D E Yellow Change 0.0 3.0 0.0 3.0 0.0 0.0 0.0 3.0 Alternate Extension View RR Delay - - - Yellow Start E F Red Clear 0.0 1.5 0.0 1.5 0.0 0.0 0.0 1.5 View RR Clear - - - First Phases F Phase Timing - Bank 1 <C+0+F=1> Alternate Timing <C+0+F=1> Preempt Timing Phase Functions <C+0+F=1> 11/16/2017 9:19
Change
Change Record
________
_2______
- - - - -
________
________
_2_4___8
________
________
________
___4___8
_2______
___4___8
________
________
________
_2______
F
(Outputs specified in Assignable
Outputs at E/127+A+E & F)
Phase
Manual Plan
Manual OffsetSerial:COM26: FYA Red Revert
OVLP CHG Red
All Red Start
Manual Plan
0 = Automatic
1-9 = Plan 1-9
14 = Free
15 = Flash
Manual Offset
0 = Automatic
1 = Offset A
2 = Offset B
3 = Offset C

Flash Start
Red Revert
Printed on 5/16/2018 1:39 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo E & Baker Page 2 (of 9)
Column Numbers ----> 1 2 3 4 5 6 7 8
Row Overlap Name ----> C Row
0 Load Switch Number 0 0 0 0 0 0 0 0 EV-A 0 0
1 Veh Set 1 - Phases ________ ________ ________ ________ ________ ________ ________ ________ EV-B 0 1 2 Veh Set 2 - Phases ________ ________ ________ ________ ________ ________ ________ ________ EV-C 0 2 3 Veh Set 3 - Phases ________ ________ ________ ________ ________ ________ ________ ________ EV-D 0 3 4 Neg Veh Phases ________ ________ ________ ________ ________ ________ ________ ________ RR-1 * - - - 4 5 Neg Ped Phases ________ ________ ________ ________ ________ ________ ________ ________ RR-2 * - - - 5 6 Green Omit Phases ________ ________ ________ ________ ________ ________ ________ ________ SE-1 0 6 7 Green Clear Omit Phs. ________ ________ ________ ________ ________ ________ ________ ________ SE-2 0 7 8 Overlap Recall N N N N N N N N 8
9 Queue Jump Phase ________ ________ ________ ________ ________ ________ ________ ________ 9 A Queue Jump Time 0 0 0 0 0 0 0 0 A
B Minimum Green 0 0 0 0 0 0 0 0 B
C Maximum Green 0 0 0 0 0 0 0 0 C
D Green Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 D
E Yellow Change 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E
F Red Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 F
Overlap Assignments <C+0+E=29>
Row Column Numbers ----> E F 2 Row
0 Exclusive Phases ________ Fast Green Flash Phase 0
1 RR-1 Clear Phases ________ Ext. Permit 1 Phases ________ Green Flash Phases Phase 1 10 1 2 RR-2 Clear Phases ________ Ext. Permit 2 Phases ________ Flashing Walk Phases Phase 2 10 2 3 RR-2 Limited Service ________ Exclusive Ped Assign ________ Guaranteed Passage Phase 3 10 3 4 Prot / Perm Phases ________ Preempt Non-Lock ________ Simultaneous Gap Term Phase 4 10 4 5 Flash to PE Circuits ________ Ped for 2P Output _2______ Sequential Timing Phase 5 10 5 6 Flash Entry Phases ________ Ped for 6P Output ________ Advance Walk Phases Phase 6 10 6 7 Disable Yellow Range ________ Ped for 4P Output ___4____ Delay Walk Phases Phase 7 10 7 8 Disable Ovp Yel Range ________ Ped for 8P Output _______8 External Recall Phase 8 10 8 9 Overlap Yellow Flash ________ Yellow Flash Phases ________ Start-up Overlap Green 9 A EV-A Phases _2______ Low Priority A Phases ________ Max Extension A B EV-B Phases ___4____ Low Priority B Phases ________ Inhibit Ped Reservice B C EV-C Phases ________ Low Priority C Phases ________ Semi-Actuated C D EV-D Phases _______8 Low Priority D Phases ________ Start-up Overlap Yellow D E Extra 1 Config. Bits 1_3_5___ Restricted Phases ________ Start-up Vehicle Calls E F IC Select (Interconnect) _2______ Extra 2 Config. Bits ___4__7_ Start-up Ped Calls F Configuration <C+0+E=125> Configuration <C+0+E=125> Specials <C+0+F=2> Overlap
Coordination
Transition
________
12345678
________
________
________
F
<C+0+E=125>
IC Select Flags
1 =
2 = Modem
3 = 7-Wire Slave
4 = FYA/Ped call side
5 = Ped Inhibit FYA
6 = Simplex Master
7 =
8 = Offset Interrupter
Minimums
Flash to PE &
PE Non-Lock
1 = EV A 5 = RR 1
2 = EV B 6 = RR 2
3 = EV C 7 = SE 1
4 = EV D 8 = SE 2
12345678
________
________
________
________
________
12345678
Preempt
Priority
Extra 1 Flags
1 = TBC Type 1
2 = NEMA Ext. Coord
3 = Auto Daylight Savings
4 = Solid FDW on EV
5 = Extended Status
6 = International Ped
7 = Flash - Clear Outputs
8 = Split Ring
Extra 2 Flags
1 = AWB During Initial
2 = 3 Section FYA
3 = Disable Min Walk
4 = QuicNet System
5 = Ignore P/P on EV
6 = Manual Hold in FDW
7 = Allow QuicNet PE
8 = Flash Grn B4 Yellow
( * RR-1 is always Highest,
and RR-2 is always
Second Highest )
<C+0+C=5>
________
________
________
_2_4___8
Printed on 5/16/2018 1:39 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo E & Baker Page 3 (of 9)
Column Numbers ----> 1 2 3 4 5 6 7 8 9
Row Plan Name ----> Row E Row
0 Cycle Length 60 100 100 100 100 90 100 100 100 0 0
1 Phase 1 - ForceOff 0 65 65 65 65 0 65 65 65 1 Plan 1 - Sync _2___6__ 1 2 Phase 2 - ForceOff 0 0 0 0 0 0 0 0 0 2 Plan 2 - Sync _2___6__ 2 3 Phase 3 - ForceOff 0 25 25 25 25 0 25 25 25 3 Plan 3 - Sync _2___6__ 3 4 Phase 4 - ForceOff 30 40 40 40 40 30 40 40 40 4 Plan 4 - Sync _2___6__ 4 5 Phase 5 - ForceOff 0 65 65 65 65 0 65 65 65 5 Plan 5 - Sync _2___6__ 5 6 Phase 6 - ForceOff 0 0 0 0 0 0 0 0 0 6 Plan 6 - Sync _2___6__ 6 7 Phase 7 - ForceOff 0 25 25 25 25 0 25 25 25 7 Plan 7 - Sync _2___6__ 7 8 Phase 8 - ForceOff 30 40 40 40 40 30 40 40 40 8 Plan 8 - Sync _2___6__ 8 9 Ring Offset 0 0 0 0 0 0 0 0 0 9 Plan 9 - Sync _2___6__ 9 A Offset 1 0 0 0 0 0 0 0 0 0 A NEMA Sync ________ A
B Offset 2 0 0 0 0 0 0 0 0 0 B NEMA Hold ________ B
C Offset 3 0 0 0 0 0 0 0 0 0 C C
D Perm 1 - End 1 12 12 12 12 6 12 12 0 D D
E Hold Release 255 255 255 255 255 255 255 255 255 E Coord Extra ________ E F Reserved 0 0 0 0 0 0 0 0 0 F F
Coordination - Bank 1 <C+0+C=1> Sync Phases <C+0+C=1>
Row Row F Row
0 Ped Adjustment 0 0 0 0 0 0 0 0 0 0 Free Lag _2_4_6_8 0 1 Perm 2 - Start 0 0 0 0 0 0 0 0 0 1 Plan 1 - Lag _2_4_6_8 1 2 Perm 2 - End 0 0 0 0 0 0 0 0 0 2 Plan 2 - Lag _2_4_6_8 2 3 Perm 3 - Start 0 0 0 0 0 0 0 0 0 3 Plan 3 - Lag _2_4_6_8 3 4 Perm 3 - End 0 0 0 0 0 0 0 0 0 4 Plan 4 - Lag _2_4_6_8 4 5 Reservice Time 0 0 0 0 0 0 0 0 0 5 Plan 5 - Lag _2_4_6_8 5 6 Reservice Phases ________ ________ ________ ________ ________ ________ ________ ________ ________ 6 Plan 6 - Lag _2_4_6_8 6 7 7 Plan 7 - Lag _2_4_6_8 7
8 Pretimed Phases ________ ________ ________ ________ ________ ________ ________ ________ ________ 8 Plan 8 - Lag _2_4_6_8 8 9 Max Recall ________ ________ ________ ________ ________ ________ ________ ________ ________ 9 Plan 9 - Lag _2_4_6_8 9 A Perm 1 Veh Phase 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 A External Lag ________ A B Perm 1 Ped Phase 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 B Lag Hold ________ B C Perm 2 Veh Phase ________ ________ ________ ________ ________ ________ ________ ________ ________ C C D Perm 2 Ped Phase ________ ________ ________ ________ ________ ________ ________ ________ ________ D D E Perm 3 Veh Phase ________ ________ ________ ________ ________ ________ ________ ________ ________ E E F Perm 3 Ped Phase ________ ________ ________ ________ ________ ________ ________ ________ ________ F F Coordination - Bank 2 <C+0+C=2> Lag Phases <C+0+C=1>
Plan
Coord Extra
1 = Programmed WALK Time for Sync Phases
2 = Always Terminate Sync Phase Peds
Printed on 5/16/2018 1:39 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo E & Baker Page 4 (of 9)
Row Row
0 One-Shot Timer 0 Latch 1 Set 0 NOT-3 0 Max 2 0 Pretimed 0 Set DOW 0 Dial 2 (7-Wire) 0 Sim Term 0 0 1 AND-5 (a) 0 Latch 1 Reset 0 NOT-4 0 Bus Checkin A 0 Plan 1 0 Ext. Perm 1 0 Dial 3 (7-Wire) 0 EV-A 71 1 2 AND-5 (b) 0 Latch 2 Set 0 OR-4 (a) 0 Bus Checkin B 0 Plan 2 0 Ext. Perm 2 0 Offset 1 (7-Wire) 0 EV-B 72 2 3 AND-6 (a) 0 Latch 2 Reset 0 OR-4 (b) 0 Bus Checkin C 0 Plan 3 0 Gate Down 0 Offset 2 (7-Wire) 0 EV-C 73 3 4 AND-6 (b) 0 NAND-3 (a) 0 OR-5 (a) 0 Bus Checkin D 0 Plan 4 0 Set Clock 0 Offset 3 (7-Wire) 0 EV-D 74 4 5 Reserved NAND-3 (b) 0 OR-5 (b) 0 Bus Checkout A 0 Plan 5 0 Stop Time 82 Free (7-Wire) 0 RR-1 51 5 6 Reserved NAND-4 (a) 0 OR-6 (a) 0 Bus Checkout B 0 Plan 6 0 Flash Sense 81 Flash (7-Wire) 0 RR-2 52 6 7 Reserved NAND-4 (b) 0 OR-6 (b) 0 Bus Checkout C 0 Plan 7 0 Manual Enable 0 Excl. Ped Omit 0 Spec. Event 1 0 7 8 Spec. Funct. 1 0 OR-7 (a) 0 EXTMR 0 Bus Checkout D 0 Plan 8 0 Man. Advance 0 NOT-1 0 Spec. Event 2 0 8 9 Spec. Funct. 2 0 OR-7 (b) 0 External Alarm 1 0 Max Inhibit (nema) 0 Plan 9 0 External Alarm 2 0 NOT-2 0 External Lag 0 9 A Spec. Funct. 3 0 OR-7 (c) 0 AND-4 (a) 0 Force A (nema) 0 DELAY-A 0 Phase Bank 2 0 OR-1 (a) 0 AND-1 (a) 0 A B Spec. Funct. 4 0 OR-7 (d) 0 AND-4 (b) 0 Force B (nema) 0 DELAY-B 0 Phase Bank 3 0 OR-1 (b) 0 AND-1 (b) 0 B C Reserved OR-8 (a) 0 NAND-1 (a) 0 C.N.A. (nema) 0 DELAY-C 0 Overlap Set 2 0 OR-2 (a) 0 AND-2 (a) 0 C D Reserved OR-8 (b) 0 NAND-1 (b) 0 Hold (nema) 0 DELAY-D 0 Overlap Set 3 0 OR-2 (b) 0 AND-2 (b) 0 D E Reserved OR-8 (c) 0 NAND-2 (a) 0 Max Recall 0 DELAY-E 0 Detector Set 2 0 OR-3 (a) 0 AND-3 (a) 0 E F Reserved OR-8 (d) 0 NAND-2 (b) 0 Min Recall 0 DELAY-F 0 Detector Set 3 0 OR-3 (b) 0 AND-3 (b) 0 F Assignable Inputs <C+0+E=126>
Row Row
0 Reserved Phase ON - 1 0 Preempt Fail 0 Flasher 0 0 Free 0 NOT-1 0 TOD Out 1 0 Dial 2 (7-Wire) 0 0 1 Reserved Phase ON - 2 0 Sp Evnt Out 1 0 Flasher 1 0 Plan 1 0 OR-1 0 TOD Out 2 0 Dial 3 (7-Wire) 0 1 2 Reserved Phase ON - 3 0 Sp Evnt Out 2 0 Fast Flasher 0 Plan 2 0 OR-2 0 TOD Out 3 0 Offset 1 (7-Wire) 0 2 3 Reserved Phase ON - 4 0 Sp Evnt Out 3 0 EXTMR 0 Plan 3 0 OR-3 0 TOD Out 4 0 Offset 2 (7-Wire) 0 3 4 Reserved Phase ON - 5 0 Sp Evnt Out 4 0 One-Shot Timer 0 Plan 4 0 AND-1 0 TOD Out 5 0 Offset 3 (7-Wire) 0 4 5 Reserved Phase ON - 6 0 Sp Evnt Out 5 0 Reserved Plan 5 0 AND-2 0 TOD Out 6 0 Free (7-Wire) 0 5 6 Reserved Phase ON - 7 0 Sp Evnt Out 6 0 Latch 1 0 Plan 6 0 AND-3 0 TOD Out 7 0 Flash (7-Wire) 0 6 7 Reserved Phase ON - 8 0 Sp Evnt Out 7 0 Latch 2 0 Plan 7 0 NOT-2 0 TOD Out 8 0 Preempt 0 7 8 Flh Yell Arrow 1 0 Ph. Check - 1 0 Sp Evnt Out 8 0 NOT-3 0 Plan 8 0 EV-A 0 Adv. Warn - 1 0 Low Priority A 0 8 9 Green 1 0 Ph. Check - 2 0 Coord On 0 NOT-4 0 Plan 9 0 EV-B 0 Adv. Warn - 2 0 Low Priority B 0 9 A Flh Yell Arrow 3 0 Ph. Check - 3 0 Detector Fail 0 OR-4 0 Spec. Funct. 3 0 EV-C 0 DELAY-A 0 Low Priority C 0 A B Green 3 0 Ph. Check - 4 0 Spec. Funct. 1 0 OR-5 0 Spec. Funct. 4 0 EV-D 0 DELAY-B 0 Low Priority D 0 B C Flh Yell Arrow 5 0 Ph. Check - 5 0 Spec. Funct. 2 0 OR-6 0 NAND-3 0 RR-1 0 DELAY-C 0 AND-5 0 C D Green 5 0 Ph. Check - 6 0 Central Control 0 AND-4 0 NAND-4 0 RR-2 0 DELAY-D 0 AND-6 0 D E Flh Yell Arrow 7 0 Ph. Check - 7 0 Excl. Ped DW 0 NAND-1 0 OR-7 0 Spec. Event 1 0 DELAY-E 0 Reserved E F Green 7 0 Ph. Check - 8 0 Excl. Ped WK 0 NAND-2 0 OR-8 0 Spec. Event 2 0 DELAY-F 0 Reserved F Assignable Outputs <C+0+E=127>
Column D
Column C
Column C
Column D Column E Column F
Column E Column F
Column 8 Column 9
Column 9
Column A
Column 8
Column B
Column A Column B
Printed on 5/16/2018 1:39 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo E & Baker Page 5 (of 9)
Column Numbers ----> 1 2 3 4 5 6 7 8 9 A B C D
Row Phase Names ----> Transition Type 0.3 <C/5+1+9>
0 Ped Walk 0 7 0 7 0 7 0 7 - - - - - - - - - - - - - - - TBC Transition 1 Ped FDW 0 15 0 15 0 15 0 15 Phase 1 0 0 0 0 0.0
2 Min Green 4 7 4 4 4 7 4 4 Phase 2 20 0 0 0 0.0
3 Type 3 Disconnect 0 20 0 20 0 20 0 20 Phase 3 0 0 0 0 0.0 Hawk Select 0 <F/1+0+4> 4 Added per Vehicle 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 Phase 4 20 0 0 0 0.0 Hawk Select 200 = Mid-Block, 201 = Hawk 5 Veh Extension 2.0 4.0 2.0 2.5 2.0 4.0 2.0 2.5 Phase 5 0 0 0 0 0.0 6 Max Gap 3.0 6.0 3.0 3.0 3.0 6.0 3.0 3.0 Phase 6 20 0 0 0 0.0 Address 0 <C/1+0+6> 7 Min Gap 0.5 2.0 0.5 1.5 0.5 2.0 0.5 1.5 Phase 7 0 0 0 0 0.0 Select Parity 0 <C/1+0+5> 8 Max Limit 20 30 20 25 20 30 20 25 Phase 8 20 0 0 0 0.0 AB3418 Comm 2 0 = No Parity, 1 = Even 9 Max Limit 2 30 50 30 40 30 50 30 40
A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial Begin Month 3 <C/5+2+A> B PE Min Ped FDW 7 7 7 7 7 7 7 7 Alternate Walk Begin Week 2 <C/5+2+B> C Cond Serv Check 10 10 10 10 10 10 10 10 Alternate FDW End Month 11 <C/5+2+C> D Reduce Every 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Alternate Initial End Week 1 <C/5+2+D> E Yellow Change 3.0 4.0 3.0 3.0 3.0 4.0 3.0 3.0 Alternate Extension Daylight Savings Time F Red Clear 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Phase Timing - Bank 2 <C+0+F=2> Alternate Timing
Time B4 Yellow 0.0 <F/1+C+E>
Phase Number 0 <F/1+C+F>
Row 1 2 3 4 5 6 7 8 9 A B C D Advance Warning Beacon - Sign 1 0 Ped Walk 0 7 0 7 0 7 0 7 - - - - - - - - - - - - - - - 1 Ped FDW 0 15 0 15 0 15 0 15 Phase 1 0 0 0 0 0.0 Time B4 Yellow 0.0 ` 2 Min Green 4 7 4 4 4 7 4 4 Phase 2 20 0 0 0 0.0 Phase Number 0 <F/1+D+F> 3 Type 3 Disconnect 0 20 0 20 0 20 0 20 Phase 3 0 0 0 0 0.0 Advance Warning Beacon - Sign 2 4 Added per Vehicle 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 Phase 4 20 0 0 0 0.0 5 Veh Extension 2.0 4.0 2.0 2.5 2.0 4.0 2.0 2.5 Phase 5 0 0 0 0 0.0 Offset Time 0 <C/5+2+E> 6 Max Gap 3.0 6.0 3.0 3.0 3.0 6.0 3.0 3.0 Phase 6 20 0 0 0 0.0 Max Cycle Time 20 <C/5+2+F> 7 Min Gap 0.5 2.0 0.5 1.5 0.5 2.0 0.5 1.5 Phase 7 0 0 0 0 0.0 Yellow Yield Coordination 8 Max Limit 20 30 20 25 20 30 20 25 Phase 8 20 0 0 0 0.0 9 Max Limit 2 30 50 30 40 30 50 30 40
A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial Omit Alarm <C/5+F+0> B PE Min Ped FDW 7 7 7 7 7 7 7 7 Alternate Walk Local Alarm Disable C Cond Serv Check 10 10 10 10 10 10 10 10 Alternate FDW D Reduce Every 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Alternate Initial E Yellow Change 3.0 4.0 3.0 3.0 3.0 4.0 3.0 3.0 Alternate Extension F Red Clear 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Phase Timing - Bank 3 <C+0+F=3> Alternate Timing
Phase
Transition Type

0.X = Shortway

1.X = Lengthen
X.1 thru X.4 =
Number of
cycles when
lengthing
Daylight Savings
Date
If set to all zeros,
standard dates
will be used.
12345678
12345678
Printed on 5/16/2018 1:39 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo E & Baker Page 6 (of 9)
Column Numbers ----> 0 1 2 3 1 3
C1 Pin Carry-
Row Detector Name Number Attributes Phase(s) Assign Delay over Column Numbers ----> 1 2 3 4 5 6 7 8 Row 0 39 ___45_7_ _2______ 123_____ 0.0 0.0 Walk 0 0 0 0 0 0 0 0 0 1 40 ___45_7_ _____6__ 123_____ 0.0 0.0 Don't Walk 0 0 0 0 0 0 0 0 1 2 41 ___45_7_ ___4____ 123_____ 0.0 0.0 Phase Green 0 0 0 0 0 0 0 0 2 3 42 ___45_7_ _______8 123_____ 0.0 0.0 Phase Yellow 0 0 0 0 0 0 0 0 3 4 43 ___45_7_ _2______ 123_____ 0.0 0.0 Phase Red 0 0 0 0 0 0 0 0 4 5 44 ___45_7_ _____6__ 123_____ 0.0 0.0 Overlap Green 0 0 0 0 0 0 0 0 5 6 45 ___45_7_ ___4____ 123_____ 0.0 0.0 Overlap Yellow 0 0 0 0 0 0 0 0 6 7 46 ___45_7_ _______8 123_____ 0.0 0.0 Overlap Red 0 0 0 0 0 0 0 0 7 8 47 _____67_ _2______ 123_____ 0.0 0.0 Redirect Phase Outputs <C+0+E=127> 9 48 _____67_ _____6__ 123_____ 0.0 0.0
A 49 _____67_ ___4____ 123_____ 0.0 0.0 Cabinet Type 0 <E/125+D+0> B 50 _____67_ _______8 123_____ 0.0 0.0 Enable Redirection B Row C 55 ___45_7_ ____5___ 123_____ 0.0 0.0 0.0 8
D 56 ___45_7_ 1_______ 123_____ 0.0 0.0 0 9
E 57 ___45_7_ ______7_ 123_____ 0.0 0.0 Max OFF (minutes) 60 <D/0+0+1> 0 A F 58 ___45_7_ __3_____ 123_____ 0.0 0.0 Max ON (minutes) 5 <D/0+0+2> 0 B Chatter Fail Time 0 <D/0+0+4> 0 C
4 5 6 7 2 4 Detector Failure Monitor 0 D
C1 Pin Carry- 0 E
Row Detector Name Number Attributes Phase(s) Assign Delay over Detector Attributes Ped Ovlp Parent Phase0 <E/125+D+1> 0 F 0 59 ___45_7_ ____5___ 123_____ 0.0 0.0 Ped Ovlp Phases <E/125+D+2> Delay Logic Times 1 60 ___45_7_ 1_______ 123_____ 0.0 0.0 RR1 Exit Phases <E/125+D+3> <C+0+D=0> (seconds) 2 61 ___45_7_ ______7_ 123_____ 0.0 0.0 Excl Ped/Ped Svc 0 <E/125+D+4> 3 62 ___45_7_ __3_____ 123_____ 0.0 0.0 Miscellaneous
4 63 ___45_7_ _2______ 123_____ 0.0 0.0
5 64 ___45_7_ _____6__ 123_____ 0.0 0.0
6 65 ___45_7_ ___4____ 123_____ 0.0 0.0
7 66 ___45_7_ _______8 123_____ 0.0 0.0
8 67 _2______ _2______ 123_____ 0.0 0.0 Det. Assignments 9 68 _2______ _____6__ 123_____ 0.0 0.0
A 69 _2______ ___4____ 123_____ 0.0 0.0
B 70 _2______ _______8 123_____ 0.0 0.0
C 76 ___45_7_ _2______ 123_____ 0.0 0.0
D 77 ___45_7_ _____6__ 123_____ 0.0 0.0
E 78 ___45_7_ ___4____ 123_____ 0.0 0.0
F 79 ___45_7_ _______8 123_____ 0.0 0.0
Detector Assignments <C+0+E=126>
Ped / Phase / Overlap
(Enable Redirection = 30)
<C+0+D=0>
1 = Full Time Delay
2 = Ped Call
3 = Overlap
4 = Count
5 = Extension
6 = Type 3
7 = Calling
8 = Alternate
1 = Det. Set 1
2 = Det. Set 2
3 = Det. Set 3
4 =
5 =
6 = Failure - Min Recall
7 = Failure - Max Recall
8 = Report on Failure

DELAY-A

DELAY-B

DELAY-F

DELAY-C

DELAY-E

DELAY-D
________
________
One-Shot
Ext. Timer
Printed on 5/16/2018 1:39 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo E & Baker Page 7 (of 9)
Column 4
Row Time Day of Week Time Day of Week Phases/Bits Holiday Type Time Holiday Type 0 00 : 00 E A 1234567 07 : 00 4 _23456_ _2______ 00 00 0 _______ 00 : 00 0 0 _______ 1 07 : 00 6 A _23456_ 20 : 00 4 _23456_ ________ 00 00 0 _______ 00 : 00 0 0 _______ 2 09 : 30 1 A _23456_ 09 : 00 4 1_____7 _2______ 00 00 0 _______ 00 : 00 0 0 _______ 3 13 : 00 6 A _23456_ 18 : 00 4 1_____7 ________ 00 00 0 _______ 00 : 00 0 0 _______ 4 18 : 30 1 A _23456_ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 5 20 : 00 E A _23456_ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 6 09 : 00 1 A 1_____7 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 7 18 : 00 E A 1_____7 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 8 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 9 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ A 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ B 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ C 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ D 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ E 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ F 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ TOD Coordination <C+0+9=0.1> TOD <C+0+7=0.1> <C+0+E=27> Holiday Dates <C+0+8=1.1> Holiday Events <C+0+9=1.1> (Bank 1) Function (Bank 1) (Bank 1)
Column 4
Row Time Day of Week Time Holiday Type Phases/Bits Holiday Type Time Holiday Type 0 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 1 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 2 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 3 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 4 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 5 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 6 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 7 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 8 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ 9 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ A 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ B 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ C 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ D 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ E 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ F 00 : 00 0 0 _______ 00 : 00 0 _______ ________ 00 00 0 _______ 00 : 00 0 0 _______ TOD Coordination <C+0+9=0.2> Holiday <C+0+7=0.2> <C+0+E=28> Holiday Dates <C+0+8=1.2> Holiday Events <C+0+9=1.2> (Bank 2) TOD Function (Bank 2) (Bank 2)
Month Select: October = A, November = B, Decmber = C
Plan
Offset
Plan
Offset
T.O.D. Functions
0 =
1 = Red Lock
2 = Yellow Lock
3 = Veh Min Recall
4 = Ped Recall
5 =
6 = Rest In Walk
7 = Red Rest
8 = Double Entry
9 = Veh Max Recall
A = Veh Soft Recall
B = Maximum 2
C = Conditional Service
D = Free Lag Phases
E = Bit 1 - Local Override
Bit 4 - Disable Detector
OFF Monitor
Bit 5 - Disable Low
Priority Preempt
Bit 6 - FYA Inhibit
Bit 7 - Detector Count
Monitor
Bit 8 - Real Time Split
Monitor
F = Output Bits 1 thru 8
Plan Select
1 thru 9 = Coordination
Plan 1 thru 9
14 or E = Free
15 or F = Flash
Offset Select
A = Offset A
B = Offset B
C = Offset C
Offset
Plan
Offset
Plan
Funct.Funct.

MonthMonth
YearYear
DayDay
Printed on 5/16/2018 1:39 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo E & Baker Page 8 (of 9)
6 7 8 9 A B C D E F
Row Clear Time Ped Call Hold Advance Force Off Vehicle Call Permit Phases Ped Omit Output 0 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 1 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ Notes:
2 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 3 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 4 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 5 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 6 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 7 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 8 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 9 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ A ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ B ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ C ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ D ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ E ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 0 <E/27+5+F> F ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ Limited Service Interval Special Event Schedule -- Table 1 <C+0+E=27>
6 7 8 9 A B C D E F
Row Clear Time Ped Call Hold Advance Force Off Vehicle Call Permit Phases Ped Omit Output 0 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 1 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ Notes:
2 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 3 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 4 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 5 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 6 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 7 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 8 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 9 ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ A ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ B ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ C ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ D ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ E ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ 0 <E/28+5+F> F ________ 0 ________ ________ ________ ________ ________ ________ ________ ________ Limited Service Interval Special Event Schedule -- Table 2 <C+0+E=28>
Printed on 5/16/2018 1:39 PM Timing Sheet Version: 233 RV3 Revision: 60322 INTERSECTION: San Elijo E & Baker Page 9 (of 9)
Min Time (seconds) 0 <F/1+0+8> Row
Min Green Before PE Force Off C Bus Headway 0
D Bus Delay 0
Max Time (minutes) 255 <F/1+0+9> E Max Early Grn 0 Row Time Max Preempt Time Before Failure F Max Grn Ext. 0 0 00 : 00 0 0 Priority Parameters 1 00 : 00 0 0
Min Time (seconds) 0 <F/1+0+A> <F/1 +A+Row> 2 00 : 00 0 0 Min Time Between Same Preempts 3 00 : 00 0 0
(Does Not Apply To Railroad Preempt) 4 00 : 00 0 0
5 00 : 00 0 0
Low Pri. Channel <E/125+C+8> 6 00 : 00 0 0
Disable Low Priority Channel 7 00 : 00 0 0
8 00 : 00 0 0
9 00 : 00 0 0
A 00 : 00 0 0
B 00 : 00 0 0
C 00 : 00 0 0
D 00 : 00 0 0
E 00 : 00 0 0
F 00 : 00 0 0
Headway Schedule <C+0+9=2.1>
_______
_______
Low Priority Preemption (Bus Priority)
Note: Also see "Time of Day Functions", Function E, Bit 5 (Disable Low Priority) _______
_______
_______
_______
_______
_______
_______
Day of Week
_______
_______
________
Low Priority
1 = Channel A
2 = Channel B
3 = Channel C
4 = Channel D
Headway
Direction Headway Time
(minutes)
1 thru 9 = 1 thru 9
A = 10
B = 11
C = 12
D = 13
E = 14
F = 15
_______
_______
_______
_______
_______
Printed on 5/16/2018 1:39 PM Timing Sheet Version: 233 RV3 Revision: 60322

Page 22 of 25 ends

Attachment 2 – SANTEC/ITE Roadway Capacity Table

Page 23 of 25 ends

Attachment 3 – Peak hour intersection analysis reports
– Existing Conditions (weekday & weekend day)

Existing AM (weekday)
1: Project Driveway & San Elijo Road 07/17/2018
Existing_AM 05/17/2018 Baseline Synchro 9 Report

Page 1 ends

Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1164 0 2 2111 0 1
Future Vol, veh/h 1164 0 2 2111 0 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 250 100 - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 68 68 90 90 25 25
Heavy Vehicles, % 2 22222
Mvmt Flow 1712 0 2 2346 0 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 1712 0 2889 856
Stage 1 - - - - 1712 -
Stage 2 - - - - 1177 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - 0 367 - 13 301
Stage 1 - 0 - - 131 -
Stage 2 - 0 - - 255 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 367 - 13 301
Mov Cap-2 Maneuver - - - - 13 -
Stage 1 - - - - 131 -
Stage 2 - - - - 254 -
Approach EB WB NB
HCM Control Delay, s 0 0 17.1

HCM LOS C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT WBL WBT
Capacity (veh/h) - 301 - 367 -
HCM Lane V/C Ratio - 0.013 - 0.006 -
HCM Control Delay (s) 0 17.1 - 14.9 -
HCM Lane LOS A C - B -
HCM 95th %tile Q(veh) - 0 - 0 -
Existing AM (weekday)
2: Cooke Street/Baker Street & San Elijo W 07/17/2018
Existing_AM 05/17/2018 Baseline Synchro 9 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 8 67 150 40000 2 3 1873 13
Future Volume (veh/h) 0 8 67 150 40000 2 3 1873 13
Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1900 1900 1863 0 1900 1863 1900 Adj Flow Rate, veh/h 0 12 100 242 6 0 24 1951 14
Adj No. of Lanes 010010 020
Peak Hour Factor 0.67 0.67 0.67 0.62 0.62 0.62 0.96 0.96 0.96 Percent Heavy Veh, % 022220 020
Cap, veh/h 0 46 385 346 7 0 25 2166 16
Arrive On Green 0.00 0.27 0.27 0.27 0.27 0.00 0.59 0.59 0.59 Sat Flow, veh/h 0 172 1437 998 25 0 43 3648 27
Grp Volume(v), veh/h 0 0 112 248 0 0 1041 0 948
Grp Sat Flow(s),veh/h/ln 0 0 1609 1023 0 0 1861 0 1858
Q Serve(g_s), s 0.0 0.0 4.9 16.9 0.0 0.0 46.5 0.0 38.1
Cycle Q Clear(g_c), s 0.0 0.0 4.9 21.9 0.0 0.0 46.5 0.0 38.1 Prop In Lane 0.00 0.89 0.98 0.00 0.02 0.01
Lane Grp Cap(c), veh/h 0 0 431 353 0 0 1105 0 1103
V/C Ratio(X) 0.00 0.00 0.26 0.70 0.00 0.00 0.94 0.00 0.86 Avail Cap(c_a), veh/h 0 0 447 366 0 0 1116 0 1115
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 0.66 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 25.9 34.5 0.0 0.0 16.9 0.0 15.2 Incr Delay (d2), s/veh 0.0 0.0 0.1 3.8 0.0 0.0 16.4 0.0 8.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 2.2 6.4 0.0 0.0 28.5 0.0 21.9 LnGrp Delay(d),s/veh 0.0 0.0 26.0 38.4 0.0 0.0 33.2 0.0 23.9 LnGrp LOS C D C C
Approach Vol, veh/h 112 248 1989
Approach Delay, s/veh 26.0 38.4 28.8
Approach LOS C D C
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 29.1 59.4 29.1
Change Period (Y+Rc), s 5.0 6.0 5.0
Max Green Setting (Gmax), s 25.0 54.0 25.0
Max Q Clear Time (g_c+I1), s 6.9 48.5 23.9
Green Ext Time (p_c), s 2.0 5.0 0.3
Intersection Summary
HCM 2010 Ctrl Delay 29.7
HCM 2010 LOS C
Existing AM (weekday)
3: Baker Street & San Elijo E 07/17/2018
Existing_AM 05/17/2018 Baseline Synchro 9 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 24 0 0 143 25 10 1014 23 0 0 0 Future Volume (veh/h) 8 24 0 0 143 25 10 1014 23 0 0 0
Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 11 33 0 0 201 35 11 1152 26
Adj No. of Lanes 0 10010020
Peak Hour Factor 0.73 0.73 0.73 0.71 0.71 0.71 0.88 0.88 0.88 Percent Heavy Veh, % 2 20022020
Cap, veh/h 65 155 0 0 252 44 24 2645 63
Arrive On Green 0.16 0.16 0.00 0.00 0.16 0.16 0.74 0.74 0.74 Sat Flow, veh/h 94 951 0 0 1546 269 33 3591 85
Grp Volume(v), veh/h 44 0000 2 3 6 6 2 50 5 6 4
Grp Sat Flow(s),veh/h/ln1045 0000 1815 1861 0 1848
Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 11.3 12.0 0.0 10.4
Cycle Q Clear(g_c), s 11.4 0.0 0.0 0.0 0.0 11.3 12.0 0.0 10.4 Prop In Lane 0.25 0.00 0.00 0.15 0.02 0.05
Lane Grp Cap(c), veh/h 221 0000 2 9 6 1371 0 1361
V/C Ratio(X) 0.20 0.00 0.00 0.00 0.00 0.80 0.46 0.00 0.41 Avail Cap(c_a), veh/h 414 0000 5 1 4 1371 0 1361
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.5 0.0 0.0 0.0 0.0 36.2 4.7 0.0 4.5 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.0 0.0 4.9 1.1 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 0.0 0.0 6.0 6.5 0.0 5.5 LnGrp Delay(d),s/veh 32.9 0.0 0.0 0.0 0.0 41.1 5.8 0.0 5.4 LnGrp LOS C D A A
Approach Vol, veh/h 44 236 1189
Approach Delay, s/veh 32.9 41.1 5.6
Approach LOS C D A
Timer 1 2345678
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 70.8 19.2 19.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 55.5 25.5 25.5
Max Q Clear Time (g_c+I1), s 14.0 13.4 13.3
Green Ext Time (p_c), s 11.3 1.3 1.3
Intersection Summary
HCM 2010 Ctrl Delay 12.1
HCM 2010 LOS B
Existing PM (weekday)
1: Project Driveway & San Elijo Road 01/18/2018
Existing PM (weekday) 01/18/2018 Baseline Synchro 9 Report

Page 1 ends

Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1821 2 0 1012 1 1
Future Vol, veh/h 1821 2 0 1012 1 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 200 100 - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 96 96 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 2023 2 0 1054 2 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 2023 0 2550 1012
Stage 1 - - - - 2023 -
Stage 2 - - - - 527 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - 0 277 - 22 237
Stage 1 - 0 - - 88 -
Stage 2 - 0 - - 557 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 277 - 22 237
Mov Cap-2 Maneuver - - - - 22 -
Stage 1 - - - - 88 -
Stage 2 - - - - 557 -
Approach EB WB NB
HCM Control Delay, s 0 0 102.4

HCM LOS F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT WBL WBT
Capacity (veh/h) 22 237 - 277 -
HCM Lane V/C Ratio 0.091 0.008 - - -
HCM Control Delay (s) 184.4 20.3 - 0 -
HCM Lane LOS F C - A -
HCM 95th %tile Q(veh) 0.3 0 - 0 -
Existing PM (weekday)
2: Cooke Street/Baker Street & San Elijo W 05/18/2018
Existing_PM 05/17/2018 Baseline Synchro 9 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 9 16 35 31 0 0 0 0 81 987 20
Future Volume (veh/h) 0 9 16 35 31 0 0 0 0 81 987 20
Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1900 1900 1863 0 1900 1863 1900 Adj Flow Rate, veh/h 0 13 23 40 36 0 84 1028 21
Adj No. of Lanes 0 1 0 0 1 0 0 2 0
Peak Hour Factor 0.69 0.69 0.69 0.87 0.87 0.87 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 2 2 2 0 0 2 0
Cap, veh/h 0 47 83 108 62 0 106 1365 29
Arrive On Green 0.00 0.08 0.08 0.08 0.08 0.00 0.41 0.41 0.41 Sat Flow, veh/h 0 605 1070 608 800 0 262 3366 72
Grp Volume(v), veh/h 0 0 36 76 0 0 593 0 540
Grp Sat Flow(s),veh/h/ln 0 0 1674 1408 0 0 1850 0 1850
Q Serve(g_s), s 0.0 0.0 1.8 3.1 0.0 0.0 25.2 0.0 22.0
Cycle Q Clear(g_c), s 0.0 0.0 1.8 5.0 0.0 0.0 25.2 0.0 22.0 Prop In Lane 0.00 0.64 0.53 0.00 0.14 0.04
Lane Grp Cap(c), veh/h 0 0 130 170 0 0 750 0 751
V/C Ratio(X) 0.00 0.00 0.28 0.45 0.00 0.00 0.79 0.00 0.72 Avail Cap(c_a), veh/h 0 0 465 483 0 0 1110 0 1110
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 0.71 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 39.1 40.7 0.0 0.0 23.4 0.0 22.4 Incr Delay (d2), s/veh 0.0 0.0 0.4 1.3 0.0 0.0 8.3 0.0 5.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.9 1.9 0.0 0.0 14.6 0.0 12.5 LnGrp Delay(d),s/veh 0.0 0.0 39.6 42.0 0.0 0.0 31.7 0.0 28.3 LnGrp LOS D D C C
Approach Vol, veh/h 36 76 1133
Approach Delay, s/veh 39.6 42.0 30.1
Approach LOS D D C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 12.0 42.5 12.0
Change Period (Y+Rc), s 5.0 6.0 5.0
Max Green Setting (Gmax), s 25.0 54.0 25.0
Max Q Clear Time (g_c+I1), s 3.8 27.2 7.0
Green Ext Time (p_c), s 0.5 9.3 0.4
Intersection Summary
HCM 2010 Ctrl Delay 31.1
HCM 2010 LOS C
Notes
Existing PM (weekday)
3: Baker Street & San Elijo E 05/18/2018
Existing_PM 05/17/2018 Baseline Synchro 9 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 83 0 0 36 110 30 1669 59 0 0 0 Future Volume (veh/h) 16 83 0 0 36 110 30 1669 59 0 0 0 Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 17 90 0 0 44 136 32 1776 63
Adj No. of Lanes 0 1 0 0 1 0 0 2 0
Peak Hour Factor 0.92 0.92 0.92 0.81 0.81 0.81 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0
Cap, veh/h 58 182 0 0 59 181 46 2646 98
Arrive On Green 0.15 0.15 0.00 0.00 0.15 0.15 0.75 0.75 0.75 Sat Flow, veh/h 76 1248 0 0 402 1242 61 3509 130
Grp Volume(v), veh/h 107 0 0 0 0 180 980 0 891
Grp Sat Flow(s),veh/h/ln 1325 0 0 0 0 1644 1860 0 1840
Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 9.5 24.7 0.0 20.8
Cycle Q Clear(g_c), s 9.7 0.0 0.0 0.0 0.0 9.5 24.7 0.0 20.8 Prop In Lane 0.16 0.00 0.00 0.76 0.03 0.07
Lane Grp Cap(c), veh/h 240 0 0 0 0 240 1402 0 1387
V/C Ratio(X) 0.45 0.00 0.00 0.00 0.00 0.75 0.70 0.00 0.64 Avail Cap(c_a), veh/h 475 0 0 0 0 466 1402 0 1387
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.9 0.0 0.0 0.0 0.0 36.9 5.8 0.0 5.3 Incr Delay (d2), s/veh 1.3 0.0 0.0 0.0 0.0 4.7 2.9 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.0 0.0 0.0 4.6 13.4 0.0 11.3 LnGrp Delay(d),s/veh 36.2 0.0 0.0 0.0 0.0 41.5 8.7 0.0 7.6 LnGrp LOS D D A A
Approach Vol, veh/h 107 180 1871
Approach Delay, s/veh 36.2 41.5 8.2
Approach LOS D D A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 72.4 17.6 17.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 55.5 25.5 25.5
Max Q Clear Time (g_c+I1), s 26.7 11.7 11.5
Green Ext Time (p_c), s 19.4 1.5 1.5
Intersection Summary
HCM 2010 Ctrl Delay 12.3
HCM 2010 LOS B
Existing PM (weekend)
1: Project Driveway & San Elijo Road 01/18/2018
Existing PM (weekend) 01/18/2018 Baseline Synchro 9 Report

Page 1 ends

Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 861 0 14 813 0 14
Future Vol, veh/h 861 0 14 813 0 14
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 200 100 - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 96 96 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 957 0 15 847 0 28
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 957 0 1410 478
Stage 1 - - - - 957 -
Stage 2 - - - - 453 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - 0 714 - 129 534
Stage 1 - 0 - - 333 -
Stage 2 - 0 - - 607 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 714 - 126 534
Mov Cap-2 Maneuver - - - - 126 -
Stage 1 - - - - 333 -
Stage 2 - - - - 594 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 12.1

HCM LOS B
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT WBL WBT
Capacity (veh/h) - 534 - 714 -
HCM Lane V/C Ratio - 0.052 - 0.02 -
HCM Control Delay (s) 0 12.1 - 10.1 -
HCM Lane LOS A B - B -
HCM 95th %tile Q(veh) - 0.2 - 0.1 -

Page 24 of 25 ends

Attachment 4 – Peak hour intersection analysis reports
– Existing + Project Conditions (weekday & weekend
day)
Existing + Project PM (weekday) - Scenario A
1: Project Driveway & San Elijo Road 01/18/2018
Existing + Project PM (weekday) 01/18/2018 Baseline Synchro 9 Report

Page 1 ends

Intersection
Int Delay, s/veh 1.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1821 35 8 1012 0 60
Future Vol, veh/h 1821 35 8 1012 0 60
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 200 100 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 96 96 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 2023 39 8 1054 0 120
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 2023 0 - 1012
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - 4.14 - - 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - 2.22 - - 3.32
Pot Cap-1 Maneuver - 0 277 - 0 237
Stage 1 - 0 - - 0 -
Stage 2 - 0 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 277 - - 237
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0.1 34.8

HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT WBL WBT
Capacity (veh/h) 237 - 277 -
HCM Lane V/C Ratio 0.506 - 0.03 -
HCM Control Delay (s) 34.8 - 18.4 -
HCM Lane LOS D - C -
HCM 95th %tile Q(veh) 2.6 - 0.1 -
Existing + Project PM (weekday) - Scenario A
2: Cooke Street/Baker Street & San Elijo W 05/18/2018
Existing_Plus_Project_PM 05/17/2018 Baseline Synchro 9 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 9 16 81 31 0 0 0 0 81 987 20
Future Volume (veh/h) 0 9 16 81 31 0 0 0 0 81 987 20
Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1900 1900 1863 0 1900 1863 1900 Adj Flow Rate, veh/h 0 13 23 93 36 0 84 1028 21
Adj No. of Lanes 0 1 0 0 1 0 0 2 0
Peak Hour Factor 0.69 0.69 0.69 0.87 0.87 0.87 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 2 2 2 0 0 2 0
Cap, veh/h 0 75 132 180 55 0 106 1365 29
Arrive On Green 0.00 0.12 0.12 0.12 0.12 0.00 0.41 0.41 0.41 Sat Flow, veh/h 0 605 1070 899 445 0 262 3366 72
Grp Volume(v), veh/h 0 0 36 129 0 0 593 0 540
Grp Sat Flow(s),veh/h/ln 0 0 1674 1344 0 0 1850 0 1850
Q Serve(g_s), s 0.0 0.0 1.7 6.9 0.0 0.0 25.2 0.0 22.0
Cycle Q Clear(g_c), s 0.0 0.0 1.7 8.6 0.0 0.0 25.2 0.0 22.0 Prop In Lane 0.00 0.64 0.72 0.00 0.14 0.04
Lane Grp Cap(c), veh/h 0 0 207 235 0 0 750 0 751
V/C Ratio(X) 0.00 0.00 0.17 0.55 0.00 0.00 0.79 0.00 0.72 Avail Cap(c_a), veh/h 0 0 465 463 0 0 1110 0 1110
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 0.71 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 35.3 38.7 0.0 0.0 23.4 0.0 22.4 Incr Delay (d2), s/veh 0.0 0.0 0.1 1.4 0.0 0.0 8.3 0.0 5.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.8 3.2 0.0 0.0 14.6 0.0 12.5 LnGrp Delay(d),s/veh 0.0 0.0 35.5 40.1 0.0 0.0 31.7 0.0 28.3 LnGrp LOS D D C C
Approach Vol, veh/h 36 129 1133
Approach Delay, s/veh 35.5 40.1 30.1
Approach LOS D D C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 16.1 42.5 16.1
Change Period (Y+Rc), s 5.0 6.0 5.0
Max Green Setting (Gmax), s 25.0 54.0 25.0
Max Q Clear Time (g_c+I1), s 3.7 27.2 10.6
Green Ext Time (p_c), s 0.8 9.3 0.7
Intersection Summary
HCM 2010 Ctrl Delay 31.2
HCM 2010 LOS C
Notes
Existing + Project PM (weekday) - Scenario A
3: Baker Street & San Elijo E 05/18/2018
Existing_Plus_Project_PM 05/17/2018 Baseline Synchro 9 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 83 0 0 36 110 76 1681 59 0 0 0 Future Volume (veh/h) 16 83 0 0 36 110 76 1681 59 0 0 0 Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 17 90 0 0 44 136 81 1788 63
Adj No. of Lanes 0 1 0 0 1 0 0 2 0
Peak Hour Factor 0.92 0.92 0.92 0.81 0.81 0.81 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0
Cap, veh/h 58 182 0 0 59 181 112 2580 95
Arrive On Green 0.15 0.15 0.00 0.00 0.15 0.15 0.75 0.75 0.75 Sat Flow, veh/h 76 1248 0 0 402 1242 149 3421 126
Grp Volume(v), veh/h 107 0 0 0 0 180 1012 0 920
Grp Sat Flow(s),veh/h/ln 1325 0 0 0 0 1644 1855 0 1841
Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 9.5 26.5 0.0 22.1
Cycle Q Clear(g_c), s 9.7 0.0 0.0 0.0 0.0 9.5 26.5 0.0 22.1 Prop In Lane 0.16 0.00 0.00 0.76 0.08 0.07
Lane Grp Cap(c), veh/h 240 0 0 0 0 240 1399 0 1388
V/C Ratio(X) 0.45 0.00 0.00 0.00 0.00 0.75 0.72 0.00 0.66 Avail Cap(c_a), veh/h 475 0 0 0 0 466 1399 0 1388
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.9 0.0 0.0 0.0 0.0 36.9 6.0 0.0 5.4 Incr Delay (d2), s/veh 1.3 0.0 0.0 0.0 0.0 4.7 3.3 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.0 0.0 0.0 4.6 14.5 0.0 12.0 LnGrp Delay(d),s/veh 36.2 0.0 0.0 0.0 0.0 41.5 9.3 0.0 8.0 LnGrp LOS D D A A
Approach Vol, veh/h 107 180 1932
Approach Delay, s/veh 36.2 41.5 8.6
Approach LOS D D A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 72.4 17.6 17.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 55.5 25.5 25.5
Max Q Clear Time (g_c+I1), s 28.5 11.7 11.5
Green Ext Time (p_c), s 19.3 1.5 1.5
Intersection Summary
HCM 2010 Ctrl Delay 12.6
HCM 2010 LOS B
Existing + Project PM (weekend) - Scenario A
1: Project Driveway & San Elijo Road 01/18/2018
Existing + Project PM (weekend) 01/18/2018 Baseline Synchro 9 Report

Page 1 ends

Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 861 32 22 813 0 72
Future Vol, veh/h 861 32 22 813 0 72
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 200 100 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 96 96 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 957 36 23 847 0 144
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 957 0 - 478
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - 4.14 - - 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - 2.22 - - 3.32
Pot Cap-1 Maneuver - 0 714 - 0 534
Stage 1 - 0 - - 0 -
Stage 2 - 0 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 714 - - 534
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0.3 14.2

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT WBL WBT
Capacity (veh/h) 534 - 714 -
HCM Lane V/C Ratio 0.27 - 0.032 -
HCM Control Delay (s) 14.2 - 10.2 -
HCM Lane LOS B - B -
HCM 95th %tile Q(veh) 1.1 - 0.1 -
Existing + Project AM - Scenario B
1: Project Driveway & San Elijo Road 07/17/2018
Existing_Plus_Project_AM 05/17/2018 Baseline Synchro 9 Report

Page 1 ends

Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1164 46 13 2116 0 7
Future Vol, veh/h 1164 46 13 2116 0 7
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 250 100 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 68 68 90 90 25 25
Heavy Vehicles, % 2 22222
Mvmt Flow 1712 68 14 2351 0 28
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 1712 0 - 856
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - 4.14 - - 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - 2.22 - - 3.32
Pot Cap-1 Maneuver - 0 367 - 0 301
Stage 1 - 0 - - 0 -
Stage 2 - 0 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 367 - - 301
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0.1 18.2

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT WBL WBT
Capacity (veh/h) 301 - 367 -
HCM Lane V/C Ratio 0.093 - 0.039 -
HCM Control Delay (s) 18.2 - 15.2 -
HCM Lane LOS C - C -
HCM 95th %tile Q(veh) 0.3 - 0.1 -
Existing + Project AM - Scenario B
2: Cooke Street/Baker Street & San Elijo W 07/17/2018
Existing_Plus_Project_AM 05/17/2018 Baseline Synchro 9 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 8 67 155 40000 2 3 1884 13
Future Volume (veh/h) 0 8 67 155 40000 2 3 1884 13
Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1900 1900 1863 0 1900 1863 1900 Adj Flow Rate, veh/h 0 12 100 250 6 0 24 1962 14
Adj No. of Lanes 010010 020
Peak Hour Factor 0.67 0.67 0.67 0.62 0.62 0.62 0.96 0.96 0.96 Percent Heavy Veh, % 022220 020
Cap, veh/h 0 48 399 360 7 0 25 2170 16
Arrive On Green 0.00 0.28 0.28 0.28 0.28 0.00 0.59 0.59 0.59 Sat Flow, veh/h 0 172 1437 1011 24 0 43 3649 27
Grp Volume(v), veh/h 0 0 112 256 0 0 1047 0 953
Grp Sat Flow(s),veh/h/ln 0 0 1609 1035 0 0 1861 0 1858
Q Serve(g_s), s 0.0 0.0 4.9 17.4 0.0 0.0 47.0 0.0 38.4
Cycle Q Clear(g_c), s 0.0 0.0 4.9 22.2 0.0 0.0 47.0 0.0 38.4 Prop In Lane 0.00 0.89 0.98 0.00 0.02 0.01
Lane Grp Cap(c), veh/h 0 0 447 367 0 0 1106 0 1105
V/C Ratio(X) 0.00 0.00 0.25 0.70 0.00 0.00 0.95 0.00 0.86 Avail Cap(c_a), veh/h 0 0 447 367 0 0 1116 0 1115
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 0.66 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 25.2 33.9 0.0 0.0 16.9 0.0 15.2 Incr Delay (d2), s/veh 0.0 0.0 1.3 3.8 0.0 0.0 16.9 0.0 8.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 2.3 6.6 0.0 0.0 29.0 0.0 22.1 LnGrp Delay(d),s/veh 0.0 0.0 26.6 37.7 0.0 0.0 33.8 0.0 24.1 LnGrp LOS C D C C
Approach Vol, veh/h 112 256 2000
Approach Delay, s/veh 26.6 37.7 29.2
Approach LOS C D C
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 30.0 59.5 30.0
Change Period (Y+Rc), s 5.0 6.0 5.0
Max Green Setting (Gmax), s 25.0 54.0 25.0
Max Q Clear Time (g_c+I1), s 6.9 49.0 24.2
Green Ext Time (p_c), s 2.1 4.6 0.2
Intersection Summary
HCM 2010 Ctrl Delay 30.0
HCM 2010 LOS C
Existing + Project AM - Scenario B
3: Baker Street & San Elijo E 07/17/2018
Existing_Plus_Project_AM 05/17/2018 Baseline Synchro 9 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 24 0 0 143 25 15 1015 23 0 0 0 Future Volume (veh/h) 8 24 0 0 143 25 15 1015 23 0 0 0
Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 11 33 0 0 201 35 17 1153 26
Adj No. of Lanes 0 10010020
Peak Hour Factor 0.73 0.73 0.73 0.71 0.71 0.71 0.88 0.88 0.88 Percent Heavy Veh, % 2 20022020
Cap, veh/h 65 155 0 0 252 44 37 2632 62
Arrive On Green 0.16 0.16 0.00 0.00 0.16 0.16 0.74 0.74 0.74 Sat Flow, veh/h 94 951 0 0 1546 269 50 3573 85
Grp Volume(v), veh/h 44 0000 2 3 6 6 2 80 5 6 8
Grp Sat Flow(s),veh/h/ln1045 0000 1815 1860 0 1848
Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 11.3 12.1 0.0 10.5
Cycle Q Clear(g_c), s 11.4 0.0 0.0 0.0 0.0 11.3 12.1 0.0 10.5 Prop In Lane 0.25 0.00 0.00 0.15 0.03 0.05
Lane Grp Cap(c), veh/h 221 0000 2 9 6 1370 0 1361
V/C Ratio(X) 0.20 0.00 0.00 0.00 0.00 0.80 0.46 0.00 0.42 Avail Cap(c_a), veh/h 414 0000 5 1 4 1370 0 1361
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.5 0.0 0.0 0.0 0.0 36.2 4.7 0.0 4.5 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.0 0.0 4.9 1.1 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 0.0 0.0 6.0 6.5 0.0 5.6 LnGrp Delay(d),s/veh 32.9 0.0 0.0 0.0 0.0 41.1 5.8 0.0 5.4 LnGrp LOS C D A A
Approach Vol, veh/h 44 236 1196
Approach Delay, s/veh 32.9 41.1 5.6
Approach LOS C D A
Timer 1 2345678
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 70.8 19.2 19.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 55.5 25.5 25.5
Max Q Clear Time (g_c+I1), s 14.1 13.4 13.3
Green Ext Time (p_c), s 11.4 1.3 1.3
Intersection Summary
HCM 2010 Ctrl Delay 12.1
HCM 2010 LOS B
Existing + Project PM - Scenario B
1: Project Driveway & San Elijo Road 07/17/2018
Existing_Plus_Project_PM 05/17/2018 Baseline Synchro 10 Report

Page 1 ends

Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1821 13 3 1056 0 56
Future Vol, veh/h 1821 13 3 1056 0 56
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 250 100 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 96 96 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 2023 14 3 1100 0 112
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 2023 0 - 1012
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - 4.14 - - 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - 2.22 - - 3.32
Pot Cap-1 Maneuver - 0 277 - 0 237
Stage 1 - 0 - - 0 -
Stage 2 - 0 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 277 - - 237
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0.1 33.1

HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT WBL WBT
Capacity (veh/h) 237 - 277 -
HCM Lane V/C Ratio 0.473 - 0.011 -
HCM Control Delay (s) 33.1 - 18.1 -
HCM Lane LOS D - C -
HCM 95th %tile Q(veh) 2.3 - 0 -
Existing + Project PM - Scenario B
2: Cooke Street/Baker Street & San Elijo W 07/17/2018
Existing_Plus_Project_PM 05/17/2018 Baseline Synchro 10 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 9 16 79 31 0000 8 1 9 9 0 2 0
Future Volume (veh/h) 0 9 16 79 31 0000 8 1 9 9 0 2 0
Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1900 1900 1863 0 1900 1863 1900 Adj Flow Rate, veh/h 0 13 23 91 36 0 84 1031 21
Adj No. of Lanes 010010 020
Peak Hour Factor 0.69 0.69 0.69 0.87 0.87 0.87 0.96 0.96 0.96 Percent Heavy Veh, % 022220 020
Cap, veh/h 0 74 131 178 55 0 106 1369 29
Arrive On Green 0.00 0.12 0.12 0.12 0.12 0.00 0.41 0.41 0.41 Sat Flow, veh/h 0 605 1070 892 454 0 261 3367 72
Grp Volume(v), veh/h 0 0 36 127 0 0 595 0 541
Grp Sat Flow(s),veh/h/ln 0 0 1674 1346 0 0 1850 0 1850
Q Serve(g_s), s 0.0 0.0 1.7 6.8 0.0 0.0 25.3 0.0 22.1
Cycle Q Clear(g_c), s 0.0 0.0 1.7 8.5 0.0 0.0 25.3 0.0 22.1 Prop In Lane 0.00 0.64 0.72 0.00 0.14 0.04
Lane Grp Cap(c), veh/h 0 0 204 233 0 0 752 0 752
V/C Ratio(X) 0.00 0.00 0.18 0.55 0.00 0.00 0.79 0.00 0.72 Avail Cap(c_a), veh/h 0 0 465 463 0 0 1110 0 1110
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 0.71 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 35.4 38.8 0.0 0.0 23.4 0.0 22.4 Incr Delay (d2), s/veh 0.0 0.0 0.2 1.4 0.0 0.0 8.3 0.0 5.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.8 3.2 0.0 0.0 14.6 0.0 12.5 LnGrp Delay(d),s/veh 0.0 0.0 35.6 40.2 0.0 0.0 31.7 0.0 28.3 LnGrp LOS D D C C
Approach Vol, veh/h 36 127 1136
Approach Delay, s/veh 35.6 40.2 30.0
Approach LOS D D C
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 16.0 42.6 16.0
Change Period (Y+Rc), s 5.0 6.0 5.0
Max Green Setting (Gmax), s 25.0 54.0 25.0
Max Q Clear Time (g_c+I1), s 3.7 27.3 10.5
Green Ext Time (p_c), s 0.8 9.3 0.7
Intersection Summary
HCM 2010 Ctrl Delay 31.2
HCM 2010 LOS C
Notes
Existing + Project PM - Scenario B
3: Baker Street & San Elijo E 07/17/2018
Existing_Plus_Project_PM 05/17/2018 Baseline Synchro 10 Report

Page 4 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 83 0 0 36 110 74 1680 59 0 0 0 Future Volume (veh/h) 16 83 0 0 36 110 74 1680 59 0 0 0 Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 17 90 0 0 44 136 79 1787 63
Adj No. of Lanes 0 10010020
Peak Hour Factor 0.92 0.92 0.92 0.81 0.81 0.81 0.94 0.94 0.94 Percent Heavy Veh, % 2 20022020
Cap, veh/h 58 182 0 0 59 181 109 2582 95
Arrive On Green 0.15 0.15 0.00 0.00 0.15 0.15 0.75 0.75 0.75 Sat Flow, veh/h 76 1248 0 0 402 1242 145 3425 126
Grp Volume(v), veh/h 107 0000 1 8 0 1010 0 919
Grp Sat Flow(s),veh/h/ln1325 0000 1644 1855 0 1840
Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 9.5 26.5 0.0 22.1
Cycle Q Clear(g_c), s 9.7 0.0 0.0 0.0 0.0 9.5 26.5 0.0 22.1 Prop In Lane 0.16 0.00 0.00 0.76 0.08 0.07
Lane Grp Cap(c), veh/h 240 0000 2 4 0 1399 0 1388
V/C Ratio(X) 0.45 0.00 0.00 0.00 0.00 0.75 0.72 0.00 0.66 Avail Cap(c_a), veh/h 475 0000 4 6 6 1399 0 1388
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.9 0.0 0.0 0.0 0.0 36.9 6.0 0.0 5.4 Incr Delay (d2), s/veh 1.3 0.0 0.0 0.0 0.0 4.7 3.3 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.0 0.0 0.0 4.6 14.5 0.0 11.9 LnGrp Delay(d),s/veh 36.2 0.0 0.0 0.0 0.0 41.5 9.2 0.0 7.9 LnGrp LOS D D A A
Approach Vol, veh/h 107 180 1929
Approach Delay, s/veh 36.2 41.5 8.6
Approach LOS D D A
Timer 1 2345678
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 72.4 17.6 17.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 55.5 25.5 25.5
Max Q Clear Time (g_c+I1), s 28.5 11.7 11.5
Green Ext Time (p_c), s 19.3 1.5 1.5
Intersection Summary
HCM 2010 Ctrl Delay 12.6
HCM 2010 LOS B

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Attachment 5 – Sight Distance Analysis

Appendix D
Traffic Memorandum

3900 Fifth Avenue, Suite 310 | San Diego, CA 92103 | (619) 795-6086 www.ChenRyanMobility.com

August 15, 2018

Mr. Jason Simmons
Consultants Collaborative
160 Industrial Street
Suite 200
San Marcos, CA 92078

Re: San Marcos Movie Studio – Traffic Analysis Memorandum

Dear Mr. Simmons,

The purpose of this Traffic Analysis Memorandum is to assess the potential transportation related impacts that may be associated with the San Marcos Movie Studio Project (Proposed Project).

Project Background
The previously approved traffic study conducted for the San Marcos Studios Project, prepared by Crain & Associates, 2003, stated that the development of the San Marcos Studios was scheduled to occur in two phases. Phase I would consist of the conversion of the existing onsite vacant MRF buildings to house the intended production, studio and office uses, 'including interior structural modifications to increase the useable floor area from approximately 194,500 to 213,361 square feet. Additionally, completion of Phase I was expected to occur in 2005. Phase II was to include the construction of a new six-story, 120,000 square foot office building and a multi-story parking structure capable of accommodating up to approximately 935 Vehicles.

The previous traffic study concluded that after completion and occupancy, Phase I of the project could generate approximately, 775 net new daily trips, including 101 (91-inbound, 10 outbound) new trips occurring during the AM peak hour and 101 net new trips (20 inbound, 81 outbound) occurring during the PM peak hour. At full buildout, the project could generate approximately 1,857 net new daily trips, including 242 net new trips (218 inbound; 24 outbound) during the AM peak hour and 242 net new trips (48 inbound, 194 outbound) during the PM peak hour.

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Project Description

 Scenario A: Youth Sports Reality Show

 Scenario B: Movie Production

The proposed project under Scenarios A and B consist of the following land uses:

 61,650 sq.ft. of Movie Production;
 9,750 sq.ft of Media Office; and
 108,135 sq.ft. of Storage.

However, it is important to note that none of the different movie production uses would overlap with the filming and production of the youth sports reality show.

Figure 1 displays the Proposed Project location while Figure 2 and Figure 3 display the proposed project site plan and circulation plan within the site, respectively.

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Figure 1: Project Location
Project
Site

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Figure 2: Project Site Plan

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Figure 3: Circulation Plan

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Project Study Area
Based on the project location and proposed land uses, it was determined that the study area would include the following:

Roadway Segments
 San Elijo Road, between Melrose Drive/Dove Trail Drive and Project Driveway; and  San Elijo Road, between Project Driveway and Baker Street.

Intersections

1. San Elijo Road / Project Driveway

2. San Elijo Road North / Baker Street

3. San Elijo Road South / Baker Street

Existing Conditions
This section documents the existing study area roadway and intersection configuration, traffic volumes and traffic operations.

Figure 4 below displays the study area roadway and intersection configurations along San Elijo Road.

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Figure 4: Roadway and Intersection Configuration

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Figure 5: Traffic Volumes – Existing Conditions (weekday) Figure 6: Traffic Volumes – Existing Conditions (weekend day)

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Traffic Operations
This section documents the existing traffic operations at the study area facilities. Roadway segment and intersection operations are discussed separately below.

Table 1 below displays the daily roadway level of service for San Elijo Road within the study area, under Existing Conditions during a weekday.

0.718 C
Between Project Driveway and
Baker Street 29,151 0.729 C
Source: NDS, Chen Ryan Associates, July 2018
Note:

V/C: Volume to Capacity Ratio.

As shown above, San Elijo Road currently operates at LOS C within the study area.

Table 2 below displays the daily roadway level of service for San Elijo Road within the study area, under Existing Conditions during a weekend day.

0.487 B
Between Project Driveway and
Baker Street 19,621 0.491 B
Source: NDS, Chen Ryan Associates, July 2018
Note:

V/C: Volume to Capacity Ratio.

As shown, San Elijo Road currently operates at LOS B within the study area under Existing Conditions during a weekend day.

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Table 3 displays the overall average intersection delay and LOS for the study area intersections under Existing Conditions during a weekday. LOS calculation worksheets are provided in Attachment 3.

1. San Elijo Road /
Project Driveway SSSC NBR 17.1 C NBL 184.4 F

2. San Elijo Road North
/ Baker Street Signalized - 29.7 C - 31.1 C

3. San Elijo Road South
/ Baker Street Signalized - 12.1 B - 12.3 B
Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

As shown, the analyzed intersections currently operate at LOS C or better during both AM and PM peak hours during a weekday, with the exception of the following intersection:

 San Elijo Road / Project Driveway – LOS F during the PM peak hour.

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Table 4: Existing Peak Hour Intersection Level of Service – Weekend day Intersection
Existing Conditions
Traffic Control
Worst
approach
PM
Average
Delay (sec.)
PM
LOS
PM

1. San Elijo Road / Project Driveway SSSC NBR 12.1 B

2. San Elijo Road North / Baker Street Signalized - N/A N/A

3. San Elijo Road South / Baker Street Signalized - N/A N/A Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

As shown, the analyzed intersection currently operates at acceptable LOS B during the PM peak hour under Existing Conditions during a weekend day.

Table 5 displays queueing at the proposed project driveway under Existing Conditions during a weekday, while Table 6 displays queueing during a weekend day.

Table 5: Existing Peak Hour Queueing Analysis – Weekday Intersection

Project
Driveway
Length1
Existing Conditions
Traffic
Control
Worst
approach
AM
95th
Percentile
Queue (ft)
AM
Worst
approach
PM
95th
Percentile
Queue (ft)
PM

1. San Elijo Road / Project
Driveway SSSC 200 feet NBR 25 feet NBR 25 feet
Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

Queuing results obtained from HCM 2010 report assuming 25 feet per vehicle. 1 Measured from existing driveway stop bar to existing gate.

As shown, 25 feet of queue or one vehicle is anticipated at the project driveway during both the AM and PM peak hours.

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Table 6: Existing Peak Hour Queueing Analysis – Weekend day Intersection

Project
Driveway
Length1
Existing Conditions
Traffic Control
Worst
approach
PM
95th Percentile Queue (ft)
PM

1. San Elijo Road / Project Driveway SSSC 200 feet NBR 25 feet Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

Queuing results obtained from HCM 2010 report assuming 25 feet per vehicle. 1 Measured from existing driveway stop bar to existing gate.

As shown, 25 feet of queue or one vehicle is anticipated at the project driveway during the PM peak hour.

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 61,650 sq.ft. of Movie Production;
 9,750 sq.ft of Media Office; and
 108,135 sq.ft. of Storage.

The 61,650 sq.ft. of Movie Production will be utilized to build 5 youth sports courts destined for Basketball, Volleyball and other floor sports with the intent to play actual recreationally competitive games while live audience watches and interacts with the cameras and the players. Media offices will be used for editing and producing the episodes and film documentary.

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Table 7 displays the proposed project trip generation.

 61,650 sq.ft. of Movie Production;
 9,750 sq.ft of Media Office; and
 108,135 sq.ft. of Storage.

The proposed project would be in operations between 8am and 5pm.

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rate found in the SANDAG Not So Brief Guide to Vehicular Trip Generation was utilized to determine the number of trips generated.

Table 8 displays the proposed project trip generation under Scenario B.

Notes:
1 SANDAG Trip Generation Rates for Industrial Park were utilized. 2 Existing storage trips would be restricted to non-peak hour operations.

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Figure 7: Scenario A - Project Trip Assignment
Figure 8: Scenario B - Project Trip Assignment

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Figure 9: Traffic Volumes – Existing Plus Project (weekday) Figure 10: Traffic Volumes – Existing Plus Project (weekend day)

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Roadway Segment
Table 9 displays the daily roadway level of service for San Elijo Road, along the project fontange under Existing Plus Project (Scenario A) conditions on a weekday.

Table 9: Existing Plus Project (Scenario A) Daily Roadway Level of Service - Weekday Roadway Segment X-Section ADT
Capacity
(LOS E)

With Project Existing
V/C Δ S? V/C LOS
San Elijo
Road
Between Melrose
Drive/Dove Tail Drive
and Project Driveway 4-Lane
w/Raised
Median
29,084
40,000

0.727 C 0.718 0.009 No
Between Project
Driveway and Baker
Street
29,239 0.731 C 0.729 0.002 No
Source: Chen Ryan Associates, July 2018
Notes:

V/C: Volume to Capacity Ratio.

Δ: Change in V/C ration between Existing Plus Project and Existing Conditions.

S?: Significant impact?

As shown, San Elijo Road is projected to continue operate at LOS C within the study area with the implementation of the Proposed Project.

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Table 10 displays the daily roadway level of service for San Elijo Road, along the project fontange under Existing Plus Project (Scenario B) conditions on a weekend day.

0.496 B 0.487 0.009 No
Between Project
Driveway and Baker
Street
19,709 0.493 B 0.491 0.002 No
Source: Chen Ryan Associates, July 2018
Notes:

Δ: Change in average intersection delay between Existing Plus Project and Existing Conditions.

SSSC: Side-Street Stop Control intersection.

For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

S?: Significant Impact?

As shown, San Elijo Road is projected to continue operate at LOS B along the project frontage with the implementation of the Proposed Project.

Based on the significant impact criteria identified in the SANTEC/ITE Guidelines for Traffic Impact Studies [TIS] within the San Diego Region, the analyzed roadway segments would operate at acceptable LOS B with the implementation of the Proposed Project, therefore, no significant impacts are anticipated. It would take an additional 15,152 and 15,291 daily trips, respectively, to cause a significant impact at the analyzed roadway segments.

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1. San Elijo Road / Project Driveway NBR 34.8 1 D 184.4 F -149.6 No

2. San Elijo Road North / Baker Street - 31.2 C 31.1 C 0.1 No

3. San Elijo Road South / Baker Street - 12.6 B 12.3 B 0.3 No Source: Chen Ryan Associates, July 2018
Notes:

Δ: Change in average intersection delay between Existing Plus Project and Existing Conditions.

SSSC: Side-Street Stop Control intersection.

For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

S?: Significant Impact?
1 The restriction of the northbound left-turn movement improved the traffic operations at the project driveway.

As shown, the analyzed intersection is projected to operate at acceptable LOS D with the implementation of the Proposed Project.

1. San Elijo Road / Project Driveway NBR 14.2 B 12.1 B 2.1 No Source: Chen Ryan Associates, July 2018
Notes:

Δ: Change in average intersection delay between Existing Plus Project and Existing Conditions. *SSSC: Side-Street Stop Control intersection.

S?: Significant Impact?

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As shown, the analyzed intersection is projected to continue operating at acceptable LOS B with the implementation of the Proposed Project.

Based on the significant impact criteria identified in the SANTEC/ITE Guidelines for Traffic Impact Studies [TIS] within the San Diego Region, the project driveway is anticipated to operate at acceptable LOS B during the PM peak hour with the implementation of the Proposed Project, therefore, no significant impacts are anticipated. It would take an additional 203 trips during the PM peak hour to trigger an impact at the intersection. However, it is important to note that as a conservative approach, existing peak hour factor values were utilized under Existing Plus Project scenario. If the peak hour factor were to be modified to reflect a more uniform traffic arrival pattern, the intersection operations would improve.

Queueing
Table 13 displays queueing at the proposed project driveway under Existing Conditions during a weekday, while Table 14 displays queueing during a weekend day.

Table 13: Existing Plus Project (Scenario A) - Peak Hour Intersection Level of Service – Weekday Intersection

Project
Driveway
Length1
With Project
Existing
Conditions
Δ
Traffic
Control
Worst
approach
PM
95th Percentile
Queue (ft) PM
95th Percentile
Queue (ft) PM

1. San Elijo Road /
Project Driveway SSSC 200 feet NBR 75 feet 25 feet 50 feet Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

Queuing results obtained from HCM 2010 report assuming 25 feet per vehicle. 1 Measured from existing driveway stop bar to existing gate.

Table 14: Existing Plus Project (Scenario A) - Peak Hour Intersection Level of Service – Weekend day Intersection

With Project
Existing
Conditions
Δ Traffic Control
Worst
approach
PM
95th Percentile
Queue (ft) PM
95th Percentile
Queue (ft) PM

1. San Elijo Road / Project
Driveway SSSC NBR 25 feet 25 feet 0 feet
Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

Queuing results obtained from HCM 2010 report assuming 25 feet per vehicle.

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Existing Plus Project Roadway Configurations and Traffic Volumes The same roadway and intersection geometries assumed under Scenario A were assumed under Scenario B.

Figure 11: Traffic Volumes – Existing Plus Project (weekday)

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Roadway Segment
Table 15 displays the daily roadway level of service for San Elijo Road, along the project fontange under Existing Plus Project (Scenario B) conditions.

Table 15: Existing Plus Project (Scenario B) Daily Roadway Level of Service - Weekday Roadway Segment X-Section ADT
Capacity
(LOS E)

With Project Existing
V/C Δ S? V/C LOS
San Elijo
Road
Between Melrose
Drive/Dove Tail Drive
and Project Driveway 4-Lane
w/Raised
Median
29,194
40,000

0.730 C 0.718 0.012 No
Between Project
Driveway and Baker
Street
29,266 0.732 C 0.729 0.003 No
Source: Chen Ryan Associates, July 2018
Notes:

V/C: Volume to Capacity Ratio.

Δ: Change in V/C ration between Existing Plus Project and Existing Conditions.

S?: Significant impact?

As shown, San Elijo Road is projected to continue operate at LOS C within the study area with the implementation of the Proposed Project.

Based on the significant impact criteria identified in the SANTEC/ITE Guidelines for Traffic Impact Studies [TIS] within the San Diego Region, the analyzed roadway segments would operate at acceptable LOS C with the implementation of the Proposed Project, therefore, no significant impacts are anticipated. It would take an additional 5,806 and 5,734 daily trips, respectively, to cause a significant impact at the analyzed roadway segments.

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AM / PM
LOS

AM / PM

1. San Elijo Road /
Project Driveway NBR 18.2 C NBR 33.1 1 D 17.1 / 184.4 F 1.1 / -151.3 No

2. San Elijo Road
North / Baker Street - 30.0 C - 31.2 C 29.7 / 31.1 C 0.3 / 0.1 No

3. San Elijo Road
South / Baker Street - 12.1 B - 12.6 B 12.1 / 12.3 B 0.0 / 0.3 No Source: Chen Ryan Associates, July 2018
Notes:

Δ: Change in average intersection delay between Existing Plus Project and Existing Conditions.

SSSC: Side-Street Stop Control intersection.

For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

S?: Significant Impact?
1 The restriction of the northbound left-turn movement improved the traffic operations at the project driveway.

As shown, the analyzed intersections are projected to operate at acceptable LOS D or better with the implementation of the Proposed Project.

Based on the significant impact criteria identified in the SANTEC/ITE Guidelines for Traffic Impact Studies [TIS] within the San Diego Region, the project driveway is anticipated to operate at acceptable LOS D during the PM peak hour with the implementation of the Proposed Project, therefore, no significant impacts are anticipated. It would take five (5) additional trips during the PM peak hour to trigger an impact at the intersection. However, it is important to note that as a conservative approach, existing peak hour factor values were utilized under Existing Plus Project scenario. If the peak hour factor were to be modified to reflect a more uniform traffic arrival pattern, the intersection operations would improve.

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Queueing
Table 17 displays queueing at the proposed project driveway under Existing Plus Project (Scenario B) Conditions.

Table 17: Existing Plus Project (Scenario B) - Peak Hour Intersection Level of Service – Weekday Intersection

Project
Driveway
Length1

With Project
Existing
Conditions
Δ
Traffic
Control
Worst
approach
AM
95th
Percentile
Queue (ft)
AM
Worst
approach
PM
95th
Percentile
Queue (ft)
PM
95th
Percentile
Queue (ft) AM
/ PM

1. San Elijo
Road / Project
Driveway
SSSC 200 feet NBR 25 feet NBR 75 feet 25 feet 0 feet /
50 feet
Source: Chen Ryan Associates, July 2018
Notes:

SSSC = Side-Street Stop Control.

Queuing results obtained from HCM 2010 report assuming 25 feet per vehicle. 1 Measured from existing driveway stop bar to existing gate.

 Continue the regular pruning of the trees located along the median.

The sight distance analysis is provided in Attachment 5.

Parking
The project shall be consistent with the parking requirements outlined in the City of San Marcos Municipal Code.

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Please feel free to contact me at (619) 468-2739 with any questions and/or comments.

Sincerely,

Jonathan Sanchez

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Attachment 1 – Traffic Counts & Signal Timing Sheets
Prepared by National Data & Surveying Services
ID: 17-04361-005 Day:

City: San Marcos Date:

AM 0000 AM
NOON 0000 NOON
PM 0000 PM

AM NOON PM PM NOON AM
0000 0 000
2 1012 0 2111
000 01 002
000 0 TEV 3278 0 2837 0 000
1164 0 1821 2 PHF 0.80 0.95
002 0 0011

AM NOON PM PM NOON AM
PM 0101 PM
NOON 0000 NOON
AM 0001 AM
Peak Hour Turning Movement Count
2 Total Vehicles (PM) T otal Vehicles (PM)
Proposed Project Dwy & San Elijo Rd
Wednesday
11/29/2017

CONTROL

WESTBOUND
07:15 AM - 08:15 AM
Total Vehicles (NOON)
Pedestrians (Crosswalks)
Total Vehicles (NOON)
1165

COUNT PERIODS
Total Vehicles (AM)

PEAK HOURS
Total Vehicles (AM)
NONE
05:00 PM - 06:00 PM
0 0
0 1-Way Stop(NB)
San Elijo Rd

EASTBOUND
Proposed Project Dwy
2 0
Proposed Project Dwy

SOUTHBOUND
04:00 PM - 06:00 PM

NS/EW Streets:
0110000002001200

0.804
Total

0.9460.902

WESTBOUND

0.962
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.250

SOUTHBOUND

0.500
05:00 PM - 06:00 PM

SOUTHBOUND

0.678

EASTBOUND

EASTBOUND
11/29/2017
San Elijo Rd

NORTHBOUND
San Elijo Rd

0.897

WESTBOUND
Proposed Project Dwy Proposed Project Dwy
Prepared by National Data & Surveying Services
ID: 17-04361-006 Day:

City: San Marcos Date:

AM 6 7 800 AM
NOON 0000 NOON
PM 1 6 900 PM

AM NOON PM PM NOON AM

0.5 0.5 0 0 0.5 2 001 3
1 987 0 1873
000 0 0.5 8 102 3
000 0 TEV 2138 0 1179 0 000
000 0 PHF 0.91 0.96
000 0 0 0.5 0.5 0

AM NOON PM PM NOON AM
PM 03 5 3 10 PM
NOON 0000 NOON
AM 0 150 4 0 AM
Peak Hour Turning Movement Count
90 Total Vehicles (PM) T otal Vehicles (PM)
Baker St & San Elijo Rd N
Wednesday
11/29/2017

CONTROL

WESTBOUND
07:00 AM - 08:00 AM
Total Vehicles (NOON)
Pedestrians (Crosswalks)
Total Vehicles (NOON)
0 COUNT PERIODS
Total Vehicles (AM)

PEAK HOURS
Total Vehicles (AM)
NONE
04:45 PM - 05:45 PM
17 51
0 Signalized
San Elijo Rd N

EASTBOUND
Baker St
31 0
Baker St

SOUTHBOUND
04:00 PM - 06:00 PM

NS/EW Streets:
0 . 5 0 . 5 000 0 . 5 0 . 5 00000 0 . 5 1 0 . 5 0

0.907
Total

0.957

WESTBOUND

0.958
PM
AM
07:00 AM - 08:00 AM

NORTHBOUND

0.621

SOUTHBOUND

0.868 0.694
04:45 PM - 05:45 PM

SOUTHBOUND

0.670

EASTBOUND

EASTBOUND
11/29/2017
San Elijo Rd N

NORTHBOUND
San Elijo Rd N

0.956

WESTBOUND
Baker St Baker St
Prepared by National Data & Surveying Services
ID: 17-04361-007 Day:

City: San Marcos Date:

AM 02 48 0 AM
NOON 0000 NOON
PM 08 3 1 60 PM

AM NOON PM PM NOON AM
0100 0 000
0 000
000 00 000
1 003 0 0.5 TEV 1247 0 2003 0 000
1014 0 1669 1 PHF 0.88 0.94
2 305 9 0.5 0 0 0.5 0.5

AM NOON PM PM NOON AM
PM 0 0 36 110 PM
NOON 0000 NOON
AM 0 0 143 25 AM
Peak Hour Turning Movement Count
142
Total Vehicles (PM) T otal Vehicles (PM)
Baker St & San Elijo Rd S
Wednesday
11/29/2017

CONTROL

WESTBOUND
07:15 AM - 08:15 AM
Total Vehicles (NOON)
Pedestrians (Crosswalks)
Total Vehicles (NOON)
1047

COUNT PERIODS
Total Vehicles (AM)

PEAK HOURS
Total Vehicles (AM)
NONE
05:00 PM - 06:00 PM
153
66 0
Signalized
San Elijo Rd S

EASTBOUND
Baker St
47 0
Baker St

SOUTHBOUND
04:00 PM - 06:00 PM

NS/EW Streets:
0 0 . 5 0 . 5 00100 0 . 5 1 0 . 5 00000

0.876
Total

0.9360.941

WESTBOUND
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.712

SOUTHBOUND

0.811 0.917
05:00 PM - 06:00 PM

SOUTHBOUND

0.727 0.884

EASTBOUND

EASTBOUND
11/29/2017
San Elijo Rd S

NORTHBOUND
San Elijo Rd S

WESTBOUND
Baker St Baker St
Day: City: San Marcos
Date: Project #: CA17_4362_012

DAILY TOTALS
Day: City: San Marcos
Date: Project #: CA18_4009_001

Holiday Events
Bank 1

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Printed on 5/16/2018 1:41 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: San Elijo W & Cooke Page 1 (of 9)
Group Assignment: NONE N/S Street Name: Cooke Last Database Change:

Field Master Assignment: NONE E/W Street Name: San Elijo N System Reference Number: 67
Notes:

0.X = Shortway

DELAY-A

DELAY-B

DELAY-F

DELAY-C

DELAY-E

Holiday Events
Bank 1

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Printed on 5/16/2018 1:39 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: San Elijo E & Baker Page 1 (of 9)
Group Assignment: NONE N/S Street Name: Baker Last Database Change:

Field Master Assignment: NONE E/W Street Name: San Elijo System Reference Number: 52
Notes:

0.X = Shortway

DELAY-A

DELAY-B

DELAY-F

DELAY-C

DELAY-E

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San Marcos City CouncilJune 28, 2022

San Marcos City Council
June 28, 2022