Colgate Divinity Re-Development

f o r t h e p r o p o s e d

Colgate Divinity Re-Development

C i t y o f R o c h e s t e r M o n r o e C o u n t y , N e w Y o r k

May 2019

Project No. 39011

Prepared For:

Angelo Ingrassia 5 5 0 L a t o n a R o a d B l d g E , S u i t e 5 0 1

R o c h e s t e r , N e w Y o r k 1 4 6 2 6

Prepared By:

3 4 9 5 W i n t o n P l a c e B u i l d i n g E , S u i t e 1 1 0

R o c h e s t e r , N e w Y o r k 1 4 6 2 3

Multi-modal Transportation Impact Assessment

i May 2019

Multi-Modal Traffic Impact Study Proposed Colgate Divinity Re-Development City of Rochester, NY

TABLE OF CONTENTS

LIST OF TABLES ................................................................................................................................ ii

LIST OF FIGURES .............................................................................................................................. ii

LIST OF APPENDICES ..................................................................................................................... ii

LIST OF REFERENCES ..................................................................................................................... ii

EXECUTIVE SUMMARY .................................................................................................................. iii

I. INTRODUCTION ................................................................................................................ 1 II. LOCATION ........................................................................................................................... 1 III. EXISTING HIGHWAY SYSTEM ........................................................................................ 1 IV. EXISTING TRAFFIC CONDITIONS ............................................................................... 2

A. Peak Intervals for Analysis ........................................................................................ 2

B. Existing Traffic Volume Data .................................................................................... 2

C. Field Observations ...................................................................................................... 3

D. Sight Distance Evaluation .......................................................................................... 3

V. FUTURE AREA DEVELOPMENT AND LOCAL GROWTH ..................................... 4 VI. PROPOSED DEVELOPMENT ............................................................................................ 4

A. Description ................................................................................................................... 4

B. Site Traffic ..................................................................................................................... 5

C. Site Traffic Distribution ............................................................................................. 6

VII. FULL DEVELOPMENT VOLUMES.................................................................................... 7 VIII. CAPACITY ANALYSIS ........................................................................................................ 7 IX. LEFT-TURN TREATMENT WARRANT INVESTIGATION ...................................... 9 X. CONCLUSIONS & RECOMMENDATIONS ...............................................................10 XI. FIGURES ................................................................................................................................10

ii May 2019


LIST OF TABLES TABLE I EXISTING HIGHWAY SYSTEM .............................................................................................1

TABLE II SIGHT DISTANCE EVALUATION ........................................................................................4

TABLE III PROJECTED TRIP GENERATION ........................................................................................6

TABLE IV CAPACITY ANALYSIS RESULTS ...........................................................................................8

TABLE V LEFT-TURN TREATMENT WARRANT INVESTIGATION ...........................................9

LIST OF FIGURES FIGURE 1 SITE LOCATION & STUDY AREA

FIGURE 2 LANE GEOMETRY & AVERAGE DAILY TRAFFIC

FIGURE 3 PEAK HOUR VOLUMES – 2019 EXISTING CONDITIONS

FIGURE 4 PEAK HOUR VOLUMES – 2022 BACKGROUND CONDITIONS

FIGURE 5 SITE PLAN

FIGURE 6 TRIP DISTRIBUTION

FIGURE 7 SITE GENERATED TRIPS

FIGURE 8 PEAK HOUR VOLUMES – FULL DEVELOPMENT CONDITIONS

LIST OF APPENDICES

A1. COLLECTED TRAFFIC VOLUME DATA

A2. MISCELLANEOUS TRAFFIC DATA AND CALCULATIONS

A3. LOS CRITERIA/DEFINITIONS

A4. LEVEL OF SERVICE CALCULATIONS – EXISTING CONDITIONS

A5. LEVEL OF SERVICE CALCULATIONS – BACKGROUND CONDITIONS

A6. LEVEL OF SERVICE CALCULATIONS – FULL DEVELOPMENT CONDITIONS

iii May 2019


LIST OF REFERENCES

1. Highway Capacity Manual 6th Edition. Transportation Research Board (TRB). The National

Academies, Washington, DC. 2016.

2. Trip Generation, 10th Edition. Institute of Transportation Engineers (ITE). Washington, DC. 2017.

3. New York State Department of Transportation Traffic Data Viewer. Retrieved from https://www.dot.ny.gov/tdv. 2019.

4. National Cooperative Highway Research Program (NCHRP) Report 279: Intersection Channelization Design Guide. TRB. 1985.

5. A Policy on Geometric Design of Highways and Streets. The American Association of State Highway Transportation Officials (AASHTO). Washington, DC. 2011.

6. Traffic Impact Study for 1201 Elmwood Avenue Mixed Use Development, Brighton, NY. SRF Associates. 2016.

iv May 2019


EXECUTIVE SUMMARY OVERVIEW The purpose of this report is to evaluate the potential traffic impacts associated with the proposed re-development of Colgate Divinity Campus in the City of Rochester, Monroe County, New York. Within this report, the operating characteristics of the existing access drive and impacts to the adjacent roadway network are identified and mitigating measures, if needed, are provided to minimize capacity or safety concerns. In an effort to define traffic impact, this analysis establishes existing traffic conditions, projects background traffic flow including area growth, and determines the traffic operations that would result from the proposed project. The project site is located at 1100 S. Goodman St opposite Pinetum Drive in the City of Rochester, New York. Surrounding the site is residential development to the north and east, Highland Avenue to the south, and Highland Park to the west. Land uses nearby the site are primarily residential and recreational. The project site was previously occupied by the Colgate Rochester Crozer Divinity School. Hope Lodge continues operate on the Campus with 28 guest rooms. The study area includes the following existing intersections:

1. Elmwood Avenue/S Goodman Street 2. Highland Avenue/S Goodman Street 3. S Goodman Street/Pinetum Drive/Campus Drive

The project sponsor proposes to rezone the property from IPD to PD with a Development Concept Plan that will accommodate the use and reuse of the existing historic buildings, Strong Hall, Montgomery House and Trevor Hall; and, maintain and continue the use of Saunders House and Andrew Hall as apartment buildings. Two new apartment buildings will be constructed, one (115 units) to the north side of Strong Hall and the other (up to 40 units) to the east of Trevor Hall. The site will continue to have access to S. Goodman St via the existing Colgate Divinity driveway. Construction of the proposed project is expected to be completed over the next three (3) years depending on market conditions. The City of Rochester and Town of Brighton were contacted to discuss any other specific developments that are currently approved or under construction that would generate additional traffic in the study area. Two projects were identified:

1201 Elmwood Avenue re-development 1925 S. Clinton Avenue development

A review of historical NYSDOT traffic volume data compared to 2019 data collected by SRF indicated that traffic has varied significantly throughout the study area. To account for normal increases in background traffic growth, including any unforeseen developments in the project study area aside from the previously mentioned projects, a growth rate of 1.5% per year (consistent with MCDOT guidelines for growth rates in the City of Rochester) has been applied to the existing traffic volumes for the three-year build-out timeframe. Traffic specific to the approved developments identified above has also been added to the background traffic volumes.

v May 2019


CONCLUSIONS & RECOMMENDATIONS This Traffic Impact Study identifies and evaluates the potential traffic impacts that can be expected from the proposed Colgate Divinity Re-development project in the City of Rochester, Monroe County, New York, as described in this study. The results of this study determine that the existing transportation network can adequately accommodate the projected traffic volumes and resulting impacts to study area intersections. The following sets forth the conclusions and recommendations based upon the results of the analyses:

1. The proposed development is expected to generate 127 entering/78 exiting vehicle trips during the AM peak hour and 127 entering/132 exiting vehicle trips during the PM peak hour.

2. Based upon current conditions, the available sight distances along S. Goodman St to the left and right do not meet the required SSD and desirable ISD at the Campus Drive intersection with the exception of the southbound SSD which exceeds the required SSD. Sight distance to the north is obstructed by the vertical curvature of the roadway; to the south obstructions include the horizontal curvature of the roadway as well as roadside trees. There is currently a northbound intersection warning sign. Recommended mitigation includes maintaining any brush and foliage along the sight lines to ensure maximum visibility.

3. The warrants for a southbound left-turn treatment at Campus Drive are satisfied during the AM peak hour only. Given the context of the area surrounding the intersection and the lack of left turn lanes at other nearby intersections; no treatment is recommended.

4. The minor projected traffic impacts resulting from full development of the proposed project during both peak hours can be adequately accommodated by the existing transportation network.

1 May 2019


I. INTRODUCTION

The purpose of this report is to evaluate the potential traffic impacts associated with the proposed re-development of Colgate Divinity Campus in the City of Rochester, Monroe County, New York. Within this report, the operating characteristics of the existing access drive and impacts to the adjacent roadway network are identified and mitigating measures, if needed, are provided to minimize capacity or safety concerns. In an effort to define traffic impact, this analysis establishes existing traffic conditions, projects background traffic flow including area growth, and determines the traffic operations that would result from the proposed project. II. LOCATION The project site is located at 1100 S. Goodman St opposite Pinetum Drive in the City of Rochester, New York. Surrounding the site is residential development to the north and east, Highland Avenue to the south, and Highland Park to the west. Land uses nearby the site are primarily residential and recreational. The project site was previously occupied by the Colgate Rochester Crozer Divinity School. Hope Lodge continues operate on the Campus with 28 guest rooms. The study area includes the following existing intersections:

4. Elmwood Avenue/S Goodman Street 5. Highland Avenue/S Goodman Street 6. S Goodman Street/Pinetum Drive/Campus Drive

The site location and study area are illustrated in Figure 1 (all Figures are included at the end of this report). III. EXISTING HIGHWAY SYSTEM The following information outlined in Table I provides a description of the existing roadway network within project study area. Figure 2 illustrates the lane geometry at each of the study intersections and the Annual Average Daily Traffic (AADT/ADT) volumes on the study roadways.

T A B L E I E X I S T I N G H I G H W A Y S Y S T E M

ROADWAY/ ROUTE1

FUNC. CLASS2

JURIS.3 SPEED LIMIT4

# OF TRAVEL LANES5

TRAVEL PATTERN/

DIRECTION

EST. AADT6/

SOURCE7

Elmwood Avenue South Avenue to South

Goodman Street Local City 30 2

Two-way/ East-West

22,034 NYSDOT

(2010)

Elmwood Avenue South Goodman Street to

Clover Street

U Minor Arterial County 30 2

Two-way/ East-West

9,294 NYSDOT

(2014)

2 May 2019


ROADWAY/ ROUTE1

FUNC. CLASS2

JURIS.3 SPEED LIMIT4

# OF TRAVEL LANES5

TRAVEL PATTERN/

DIRECTION

EST. AADT6/

SOURCE7

South Goodman Street Elmwood Avenue to Highland

Avenue

U Minor Arterial City 30 2

Two-way/ North-South

6,573 NYSDOT

(2013)

South Goodman Street Highland Avenue to South

Clinton Avenue

Minor Arterial County 30 2

Two-way/ North-South

12,513 NYSDOT

(2015)

Highland Avenue South Avenue to David

Avenue

Major Collector City 30 2

Two-way/ East-West

6,580 NYSDOT

(2006)

Notes: 1. “NYS” = New York State; “CR” = County Road. 2. State Functional Classification of Roadway. All are Urban. 3. Jurisdiction: “NYSDOT” = New York State Department of Transportation; “ECDPW” = Erie

County Department of Public Works. 4. Posted or Statewide Limit in Miles per Hour (MPH). 5. Excludes turning/auxiliary lanes developed at intersections. 6. Estimated Annual Average Daily Traffic (AADT) in Vehicles per Day (vpd). 7. Source (Year). Obtained volumes represent the most recent available data.

PEDESTRIAN FACILITIES There is sidewalk along the westerly side of S. Goodman St from just south of Highland Avenue to the north throughout the study area. Along the west side of S. Goodman St, there are small sections of sidewalk at the Highland Avenue intersection and on both sides of Campus Drive, however, there is no sidewalk connection between Campus Drive and Highland Avenue. BICYCLE FACILITIES There are no dedicated bicycle lanes within the study area. There are “sharrows” on S. Goodman St within the study area to the north of Highland Avenue. TRANSIT FACILITIES Colgate Rochester Divinity School Campus is currently served by Rochester Transit Service (RTS) routes 51 and 53. IV. EXISTING TRAFFIC CONDITIONS

A. Peak Intervals for Analysis

Given the functional characteristics of the corridors, adjacent land uses, and the potential land uses for the project site (residential, office, hotel, and banquet facility), the peak hours selected for analysis are the weekday commuter AM and PM peak periods. The combination of site traffic and adjacent through traffic produces the greatest demand during these time periods.

B. Existing Traffic Volume Data

Turning movement traffic counts were collected on Thursday, May 2, 2019 by SRF Associates at the study area intersections. Traffic counts were conducted between 7:00-9:00 AM and 4:00-6:00

3 May 2019


PM for the weekday commuter AM and PM peak hours. The peak hour traffic periods generally occurred between 7:15-8:15 AM and 4:45-5:45 PM.

All turning movement count data was collected on a typical weekday. No adverse weather conditions impacted the traffic counts and all schools in the vicinity of the study area were in session. The traffic volumes were reviewed to confirm the accuracy and relative balance of the collective traffic counts. The actual differences in traffic volumes can be attributed to temporal variations in traffic volumes as well as activity related to driveways located in the segments between the study intersections. The 2019 existing weekday AM and PM peak hour volumes are reflected in Figure 3.

C. Field Observations

The study intersections were observed during both peak intervals to assess current traffic operations. Signal timing information was obtained from MCDOT Synchro files for the S. Goodman St/Highland Ave intersection and were utilized to determine peak hour phasing plans and phase durations during each interval. This information was used to support and/or calibrate capacity analysis models described in detail later in this report.

D. Sight Distance Evaluation

Sight distance was investigated at the existing Campus Drive intersection along S. Goodman St. Sight distance is provided at intersections to allow drivers to perceive the presence of potentially conflicting vehicles. This should occur in sufficient time for a motorist to stop or adjust their speed, as appropriate, to avoid a collision at the intersection. Sight distance is also provided at intersections to allow the drivers of stopped vehicles a sufficient view of the intersecting highway to anticipate and avoid potential incidents. If the available sight distance for an entering or crossing vehicle is at least equal to the appropriate Stopping Sight Distance (SSD) for the major road, then drivers have sufficient sight distance to anticipate and avoid collisions. To enhance traffic operations, Intersection Sight Distances (ISD) that exceed stopping sight distances are desirable along the major road.

A Policy on Geometric Design of Highways and Streets 6th Edition (2011), published by the American Association of State Highway and Transportation Officials (AASHTO), was used as a reference to establish the required SSD and desirable ISD for the proposed access driveway location. Required SSD and desirable ISD are based on the design speed for a given section of roadway; generally, the design speed is the posted speed limit plus 5 MPH. In this case, the posted speed limit at the proposed access driveway location is 30 MPH. Hence a design speed of 35 MPH was used. The required SSD and desirable ISD based on the design speeds are shown in Table II. Based upon current conditions, the available sight distances along S. Goodman St to the left and right do not meet the required SSD and desirable ISD at the Campus Drive intersection with the exception of the southbound SSD which exceeds the required SSD. Sight distance to the north is obstructed by the vertical curvature of the roadway; to the south obstructions include the horizontal curvature of the roadway as well as roadside trees. There is currently a northbound intersection warning sign. Recommended mitigation includes maintaining any brush and foliage along the sight lines to ensure maximum visibility.

4 May 2019


T A B L E I I : S I G H T D I S T A N C E E V A L U A T I O N

DIRECTION OF STUDY

POSTED SPEED LIMIT1

DESIGN SPEED1

REQUIRED SSD2

DESIRABLE ISD2

AVAILABLE SIGHT

DISTANCE2

Looking Left 30 35 250 390 236± SSD 295± ISD

Looking Right 30 35 250 390 300± SSD 343± ISD

Notes: 1. Speeds in MPH. 2. Distances in feet.

V. FUTURE AREA DEVELOPMENT AND LOCAL GROWTH

Construction of the proposed project is expected to be completed over the next three (3) years depending on market conditions. The City of Rochester and Town of Brighton were contacted to discuss any other specific developments that are currently approved or under construction that would generate additional traffic in the study area. Two projects were identified:

1201 Elmwood Avenue re-development 1925 S. Clinton Avenue development

A review of historical NYSDOT traffic volume data compared to 2019 data collected by SRF indicated that traffic has varied significantly throughout the study area. To account for normal increases in background traffic growth, including any unforeseen developments in the project study area aside from the previously mentioned projects, a growth rate of 1.5% per year (consistent with MCDOT guidelines for growth rates in the City of Rochester) has been applied to the existing traffic volumes for the three-year build-out timeframe. Traffic specific to the approved developments identified above has also been added to the background traffic volumes. Future background traffic volumes at the time of full development are shown in Figure 4. VI. PROPOSED DEVELOPMENT

A. Description

The project location is the Colgate Crozer Rochester Divinity Campus which is located at 1100-1120 South Goodman Street, at the northeast corner of the intersection of South Goodman Street and Highland Avenue. The main entrance to the campus is from South Goodman Street. The project sponsor proposes to rezone the property from IPD to PD with a Development Concept Plan that will accommodate the use and reuse of the existing historic buildings, Strong Hall, Montgomery House and Trevor Hall; and, maintain and continue the use of Saunders House and Andrew Hall as apartment buildings. Two new apartment buildings will be constructed, one (115 units) to the north side of Strong Hall and the other (up to 40 units) to the east of Trevor Hall. The site will continue to have access to S. Goodman St via the existing Colgate Divinity driveway.

5 May 2019


The following list summarizes the permitted uses that are proposed under the re-zoning: Montgomery House (7,916 sf)-This facility is currently being used as the primary residence for the president of the school. Proposed Permitted Uses: 1. Bed and Breakfast 2. Office 3. Residential

Trevor Hall (31,776 sf)-This facility is currently leased to the American cancer society. It has 29 hotel rooms that vary in size, and the number of beds. It has a central kitchen, dining room, and laundry facilities which are available to occupants. Proposed Permitted Uses: 1. Hotel 2. Independent Living Strong Hall (76,123 sf)-This facility was being used as a banquet facility with outdoor seating south of the structure occupying the kitchen, refractory, and the chapel. The balance of the building has been used for the Divinity school for classroom, and offices. There are also a couple of small tenants. Proposed Permitted Uses: 1. Banquet (Kitchen/ Refractory/ Chapel -Upper/Lower/ Outdoor Seating) The balance being office 2. Worship (Chapel -Upper/Lower) Banquet (Kitchen/Refractory/ Outdoor Seating) The balance being office 3. Worship (Chapel -Upper/Lower) The balance being office 4. Independent Living 5. Apartments 6. Charter School K-6 Saunders (16,348 sf)

1. 16 apartments (4 2 bedroom and 12 1 bedroom)

Andrews (8,500 sf) 1. 12 apartments (all 1 bedroom)

B. Site Traffic

The permitted uses listed above were evaluated to determine the highest traffic generators for each building. Based upon this evaluation, the following uses are assigned to each building for analysis purposes:

1. Montgomery House – 7,916 SF Office 2. Trevor Hall – 29 room Hotel 3. Strong Hall – 66,089 SF Office and 190 seat Banquet Facility 4. Saunders House – 16 units Apartments

6 May 2019


5. Andrews House – 12 units Apartments 6. Two new buildings – 130 units Apartments total

The combination of these uses generates the highest volume of peak hour traffic compared to all of the uses permitted under the proposed zoning. Data contained in Trip Generation, 10th Edition, published by the Institute of Transportation Engineers (ITE) in 2017 was used to project the volume of traffic generated by the proposed development. Data published by the ITE is the nationally accepted standard for generating trips for new uses. According to the ITE, the following steps are recommended when determining trip generation for proposed land uses:

1. Check for the availability of local trip generation rates for comparable uses.

2. If local trip data for similar developments are not available and time and funding permit, conduct trip generation studies at sites with characteristics similar to those of the proposed development.

Banquet Facility trip generation is based on local data for similar sized banquet facilities. Trips for all other uses on site were generated based upon published ITE data. Table III summarizes the total site generated trips for the weekday AM and PM peak hours for the proposed project. All trip generation information has been included in the Appendices.

T A B L E I I I

P R O J E C T E D T R I P G E N E R A T I O N

DESCRIPTION ITE LUC1 SIZE AM PEAK

HOUR PM PEAK

HOUR

ENTER EXIT ENTER EXIT

Banquet/Convention Space n/a2 190 SEATS 0 0 45 18

Hotel 310 29 ROOMS 5 4 12 8

Multifamily Housing (Low-Rise)

220 158 UNITS 17 57 56 33

General Office Building 710 74,005 SF 105 17 14 73

Total Site Generated Trips 127 78 127 132

Note: 1. “LUC” = Land Use Code 2. n/a – ITE does not have data for Banquet/Convention Space – data is based upon local data

collected by SRF The proposed development is expected to generate 127 entering/78 exiting vehicle trips during the AM peak hour and 127 entering/132 exiting vehicle trips during the PM peak hour.

C. Site Traffic Distribution

The cumulative effect of site-generated traffic on the transportation network is dependent on the origins and destinations of that traffic and the location of the access drives serving the site. The proposed arrival/departure distribution of traffic generated by the proposed project is considered a function of several parameters, including:

7 May 2019


Employment centers; Commercial centers in the area; Location the existing site driveway; Existing traffic patterns; and Existing traffic conditions and controls

Figure 6 shows the anticipated trip distribution pattern percentages for the traffic from the proposed project. Figure 7 illustrates the peak hour site generated traffic based on those percentages.

VII. FULL DEVELOPMENT VOLUMES

Proposed design hour traffic volumes are developed for the AM and PM peak hours by combining the background traffic conditions (Figure 4) and the new site-generated traffic volumes (Figure 7) to yield the traffic volumes under full development conditions. The resulting design hour volumes for the proposed project are illustrated in Figure 8 under full build-out conditions. VIII. CAPACITY ANALYSIS Capacity analysis is a technique used for determining a measure of effectiveness for a section of roadway and/or intersection based on the number of vehicles during a specific time period. The measure of effectiveness used for the capacity analysis is referred to as a Level of Service (LOS). Levels of Service are calculated to provide an indication of the amount of delay that a motorist experiences while traveling along a roadway or through an intersection. Since the most amount of delay to motorists usually occurs at intersections, capacity analysis typically focuses on intersections, as opposed to highway segments. Six Levels of Service are defined for analysis purposes. They are assigned letter designations, from "A" to "F", with LOS "A" representing the best conditions and LOS "F" the worst. Suggested ranges of service capacity and an explanation of Levels of Service are included in the Appendices. The standard procedure for capacity analysis of signalized and un-signalized intersections is outlined in the Highway Capacity Manual (HCM) 6th Edition (2016) published by the Transportation Research Board (TRB). Traffic analysis software, SYNCHRO 10, which is based on procedures and methodologies contained in the HCM, was used to analyze operating conditions at study area intersections. The procedure yields a LOS based on the HCM 6th Edition as an indicator of how well intersections operate. Existing and background operating conditions during the peak study periods are evaluated to determine a basis for comparison with the projected future conditions. The future traffic conditions generated by the project were analyzed to assess the operation of the study area intersections. Capacity results for existing, background, and full development conditions are listed in Table IV. The discussion following the table summarizes capacity conditions. All capacity analysis calculations are included in the Appendices.

8 May 2019


T A B L E I V CAPACITY ANALYSIS RESULTS

INTERSECTION

2019 EXISTING

CONDITIONS

2022

BACKGROUND CONDITIONS

2022 FULL

DEVELOPMENT CONDITIONS

AM PM AM PM AM PM Elmwood Ave/S Goodman St

EB left – Elmwood Avenue B 11.7 B 13.4 B 12.7 C 15.7 B 13.1 C 17.1 SB left – S Goodman Street F 53.5 F * F 75.2 F * F 104.4 F *

SB right – S Goodman Street D 30.7 B 13.2 E 43.2 B 14.6 F 58.6 B 14.9

S Goodman St/Highland Ave EB – Highland Avenue B 14.6 B 17.5 B 15.3 B 18.4 B 16.0 C 22.4 WB – Highland Avenue C 20.8 B 10.2 C 22.5 B 10.8 C 24.7 B 11.9 NB – S Goodman Street A 9.8 B 15.9 B 10.4 B 17.5 B 11.2 B 19.1 SB – S Goodman Street C 20.8 B 13.7 C 23.0 B 15.4 C 27.9 B 19.9

Overall LOS: B 18.6 B 15.0 C 20.3 B 16.3 C 23.0 B 19.1

S Goodman St/Pinetum Dr & Campus Dr

EB – Pinetum Drive C 17.4 C 17.0 C 18.5 C 18.7 C 21.3 C 21.3 WB – Campus Drive C 22.1 C 17.8 C 24.3 C 9.3 F 67.4 F 90.4

SB left -S Goodman Street A 7.8 A 8.6 A 7.9 A 8.7 A 8.2 A 9.1 NB left – S Goodman Street A 9.0 A 8.0 A 9.1 A 8.1 A 9.1 A 8.1

Notes:

1. EB = Eastbound; WB = Westbound; NB = Northbound; SB = Southbound 2. C (18.1) = Level of Service (Delay in seconds per vehicle) 3. (U) = Unsignalized 4. Green shaded cells indicate low delays, yellow shaded cells indicate moderate delays, red shaded

cells indicate longer delays. Elmwood Avenue/S Goodman Street The Elmwood Avenue approaches are projected to operate at a highly acceptable LOS “C” or better during both peak hours under all conditions. The southbound left turn movement currently operates at LOS “F” with moderate to long delays during both peak hours. The southbound right turn movement is projected to operate at LOS “E” under background conditions and LOS “F” under full development conditions. The development is projected to add 41(34) southbound right turns and 13(48) southbound left turns during the AM(PM) peak hours. The TIS for the 1201 Elmwood Avenue Project evaluated this intersection in greater detail. The following excerpt from the 1201 Elmwood avenue TIS also applies to the results identified herein. “Although the LOS results depict delays over two minutes for the southbound left turns during both peak hours under existing conditions, as well as a LOS “F” for the southbound right-turn traffic during the AM peak hour under existing conditions, the results from the SimTraffic simulation and the actual Stop Sign Delay Study represent a LOS of “C” or better for both movements during the AM peak hour. An average delay of 33+ seconds per vehicle was recorded for the southbound left approach during the PM peak hour. As well, it was observed that most southbound right-turn motorists roll slowly through the stop sign

9 May 2019


control, instead of coming to a complete stop. Currently during the AM and PM peak hours, 98% and 92% of the southbound drivers are turning right onto Elmwood Avenue, respectively.” No mitigation is warranted or recommended at this intersection as a result of the proposed development. S Goodman Street/Highland Avenue All approaches are projected to operate at LOS “C” or better during both peak hours under all conditions. One change in LOS is projected, the eastbound Highland Ave approach changes from LOS “B” to “C” during the PM peak hour with a corresponding increase in delay of 4.0 seconds per vehicle, as a result of the proposed project. No mitigation is warranted or recommended as a result of the proposed development. S Goodman Street/Pinetum Drive & Campus Drive All approaches are projected to operate at LOS “C” or better during both peak hours under full development conditions with the exception of Campus Drive exiting the site which is projected to operate at LOS “F” during both peak hours. Campus Drive was modeled with one exiting lane, however, it is noted that the curbing flares such that a single vehicle turning right could turn while a left turn vehicle is stopped waiting. This type of operation is characteristic of side roads on higher volume through roads such as S. Goodman St. This intersection is not expected to meet warrants for signalization. Considering the projected levels of service and delays, no mitigation is warranted or recommended. IX. LEFT-TURN TREATMENT WARRANT INVESTIGATION Volume warrants for a left-turn treatment along S. Goodman St at Campus Drive were investigated using the TRB's NCHRP Report 279: Intersection Channelization Design Guide (1985). Provisions for left-turn lane facilities should be established where traffic volumes are high enough and safety considerations are sufficient to warrant the additional lane. This investigation analyzes warrants during the peak hours of study. Table V depicts the results of the analysis. All supporting calculations are included in the Appendices.

T A B L E V LEFT-TURN TREATMENT WARRANT INVESTIGATION

INTERSECTION APPROACH WARRANT SATISFIED

S. Goodman St/Campus Drive Southbound AM: Yes PM: No

The warrants for a southbound left-turn treatment at Campus Drive are satisfied during the AM peak hour only. Given the context of the area surrounding the intersection and the lack of left turn lanes at other nearby intersections; no treatment is recommended.

10 May 2019


X. CONCLUSIONS & RECOMMENDATIONS

This Traffic Impact Study identifies and evaluates the potential traffic impacts that can be expected from the proposed Colgate Divinity Re-development project in the City of Rochester, Monroe County, New York, as described in this study. The results of this study determine that the existing transportation network can adequately accommodate the projected traffic volumes and resulting impacts to study area intersections. The following sets forth the conclusions and recommendations based upon the results of the analyses:

1. The proposed development is expected to generate 127 entering/78 exiting vehicle trips during the AM peak hour and 127 entering/132 exiting vehicle trips during the PM peak hour.

2. Based upon current conditions, the available sight distances along S. Goodman St to the left and right do not meet the required SSD and desirable ISD at the Campus Drive intersection with the exception of the southbound SSD which exceeds the required SSD. Sight distance to the north is obstructed by the vertical curvature of the roadway; to the south obstructions include the horizontal curvature of the roadway as well as roadside trees. There is currently a northbound intersection warning sign. Recommended mitigation includes maintaining any brush and foliage along the sight lines to ensure maximum visibility.

3. The warrants for a southbound left-turn treatment at Campus Drive are satisfied during the AM peak hour only. Given the context of the area surrounding the intersection and the lack of left turn lanes at other nearby intersections; no treatment is recommended.

4. The minor projected traffic impacts resulting from full development of the proposed project during both peak hours can be adequately accommodated by the existing transportation network.

XI. FIGURES

Figures 1 through 8 are included on the following pages.

!

!

!

HIGHLAND AVE

GREENVIEW DR

DOCTORS DR

SU

BU

RB

AN

CT

JOHNSARBOR DR E

LILA

C D

R

RESERVOIR AVE

HIGHLAND PKWY

ARBOR DR

DA

VID

AV

E

SG

OO

DM

AN

ST

ELM

WO

OD

TE

R

EL

MW

OO

DT

ER

ELMWOOD AVE

ELMWOOD AVE

JOH

NS

AR

BO

R D

R W

AZ

ALE

A R

D

HO

WLA

ND

AV

E

SUMMIT DR

HIGHLAND PKWY

WIL

LAR

D A

VE

ME

IGS

ST

GREGORY HILL RD

PINETUMDR

LAN

EY

RD

!1

!2

!3

PROPOSED COLGATEDIVINITY DEVELOPMENT

·CITY OF ROCHESTER, NY

0 500 1,000250

Feet

Legend! Study Intersection

Study Area

Site Location

FIGURE 1 - SITE LOCATION AND STUDY AREA

PROJECTPROJECTSITESITE

RG

E C

RG

E D

RG

E E

1U

GC

SO

UTH

FAC

E

RG

E E

RG

E F

RG

E G

RTC

O

RTC

P

RTC

N

4' C

HA

IN L

INK

FE

NC

E

6' W

OO

D F

EN

CE

RG

E 2

2

5' W

RO

UG

HT

IRO

N F

ENC

E

RG

E 2

4

RG

E 2

5

RG

E 2

6

RG

E 2

7R

GE

28

RG

E 3

0

3' CHAIN LINK FENCE

RG

E 3

1

RG

E R

RTC

1B

3.5'

CH

AIN

LIN

K F

EN

CE

RG

E 3

8

RG

E 3

7

RG

E 3

5RG

E 3

4

RG

E 3

3

RG

E 3

1

RG

E32

RG

E A

RG

E B

RG

E P

N/F

BA

RB

AR

A N

INO

T.A

.#13

6.25

-3-4

2

N/F

LAU

RA

WIL

DE

RC

OW

LES

T.A

.#13

6.25

-3-4

1

N/F

E.J

. SE

AM

US

SW

EE

NY

T.A

.#13

6.25

-3-4

3

N/F

ME

LIS

SA

CA

RM

EN

T.A

.#13

6.25

-3-4

4

N/F

KA

THR

YN

SO

ME

RS

T.A

.#13

6.25

-3-4

5

N/F

WIL

LIA

M B

AS

ILE

T.A

.#13

6.25

-3-4

6

N/F

RO

BIN

FIS

HE

RT.

A.#

136.

25-3

-47

N/F

HU

GH

KIE

OR

IGT.

A.#

136.

25-3

-48

N/F

MA

RG

AR

ET

DO

OD

YT.

A.#

136.

25-3

-49

N/F

JOA

NN

E V

OTS

IST.

A.#

136.

25-3

-50

N/F

THO

MA

S &

MA

RY

RU

TKO

WS

KI

T.A

.#13

6.25

-3-5

1

MO

NU

ME

NT

LIN

E

MO

NU

MEN

T LI

NE

MO

NU

MEN

T LI

NE

MONUMENT LINE

N/F

MA

THE

W T

UR

NE

RT.

A.#

136.

25-3

-52

N/F

JON

ATH

AN

HO

RN

T.A

.#13

6.25

-3-5

3

N/F

CA

RLA

PR

OV

EN

ZAN

OT.

A.#

136.

25-3

-54

N/F

WIL

LIA

M A

. LA

NG

T.A

.#13

6.25

-3-5

5

N/F

JOH

N H

OFF

MA

NT.

A.#

136.

25-3

-56.

1

N/F

CO

LGA

TE R

OC

HE

STE

R D

IVIN

ITY

SC

HO

OL

T.A

.#13

6.33

-1-1

.002

LIB

ER

145

4 P

AG

E13

9LO

T 1

FILE

D M

AP

341

PA

GE

52

22.4

22 A

CR

ES

N/F

SH

EIL

A M

UR

PH

YT.

A.#

136.

25-3

-59

N/F

THO

MA

S &

CH

RIS

TIN

E K

ELL

YT.

A.#

136.

26-1

-87

N/F

DA

VID

& K

ATH

LEE

NM

AR

RT.

A.#

136.

26-1

-86 N

/FP

AM

ELA

FR

AM

ET.

A.#

136.

07-1

-57

N/F

RO

BE

RT

DA

LET.

A.#

136.

07-1

-52.

1

N/F

RA

CH

EL

HA

LLT.

A.#

136.

07-1

-44

N/F

GA

RR

Y V

ER

NO

NT.

A.#

136.

07-1

-43

N/F

PA

ME

LA F

RA

ME

T.A

.#13

6.07

-1-5

7.1

CITY OF ROCHESTERTOWN OF BRIGHTON


SU

MM

IT V

IEW

MA

P L

IBE

R 6

3 P

AG

E 3

5

HIG

HLA

ND

PA

RK

WA

Y T

RA

CTM

AP

LIB

ER

55

PA

GE

19

NO

PA

RK

ING

SIG

N

2-H

AN

DIC

AP

SIG

NS

SW

ING

GA

TE

SW

ING

GA

TE

GR

AV

EL

AR

EA

PA

RK

ING

LOT

B

SLO

W

NO

PA

RK

ING

STO

PS

IGN

CO

NC

RE

TER

ETA

ININ

GW

ALL C

ON

CR

ETE

STE

PS

& W

ALK

CO

NC

. WAL

K

CO

NC

. WA

LK &

STE

PS

WIT

HH

AN

DR

AIL

HA

ND

ICA

PS

IGN

STO

PS

IGN

SP

EE

DLI

MIT

10 M

.P.H

.

PE

DE

STR

IAN

CR

OS

SIN

G

STO

NE

GR

ILL

PE

DE

STR

IAN

CR

OS

SIN

G

INTE

RS

EC

TIO

NA

HE

AD

CO

LGA

TES

IGN

CO

NC

. GU

TTER

CO

NC

. G

UTT

ER

CO

NC

. GU

TTER

CO

NC

. GU

TTER

SP

EE

DLI

MIT

30 M

.P.H

.

CIT

Y O

F R

OC

HE

STE

R

TOW

N O

F B

RIG

HTO

N


CIT

Y O

FR

OC

HE

STE

RS

IGN

4

5

7

8

BU

SS

TOP

CU

RV

E A

HE

AD

SP

EE

DLI

MIT

30

M.P

.H.

DIR

EC

TOR

YS

IGN

4631

23

14

BE

LO

W G

RA

DE

PA

RK

ING

XX

16

3' H

IGH

WO

OD

FEN

CE

3' H

IGH

WIR

EFE

NC

E

CO

NC

.S

IDE

WA

LK

78

SAUNDERS HOUSE

6,420± Sq. Ft.

ANDREWS HOUSE

4,200± Sq. Ft.

BU

ILD

ING

20

02

-LE

VE

L A

PA

RT

ME

NT

BU

ILD

ING

FO

OT

PR

INT

16

,300

± S

q. F

t.

TR

EV

OR

-EA

TO

N H

AL

L9

,60

0±

Sq

. F

t.

ST

RO

NG

HA

LL

29

,63

0±

Sq.

Ft.

75.0'

93

BL

DG

. 10

05

-LE

VE

L A

PA

RT

ME

NT

BU

ILD

ING

FO

OT

PR

INT

23,8

00±

Sq.

Ft.

14

22

25

6

9

3

T

2

88

BE

LO

W G

RA

DE

PA

RK

ING

45

17 19

36

FIR

ST

FL

OO

R=

60

9.0

±

FIR

ST

FL

OO

R=

613.5

±

BE

LO

W P

AR

KIN

GE

NT

RA

NC

EE

LE

V.=

601.5

±

x

PARKING LOT

ELEV.=597.0±

PARKING LOT

ELEV.=604.0±

PA

RK

ING

LO

TE

LE

V.=

605.0

±

x

x

PA

RK

ING

EN

TR

AN

CE

EL

EV

.= 6

05.0

±

PA

RK

ING

LO

TE

LE

V.=

608.5

±x

DR

IVE

EL

EV

.=593±

x

BE

LO

W P

AR

KIN

G

EN

TR

AN

CE

EL

EV

. =

595.0

±x

N/F

MA

ISO

N P

RO

PE

RTI

ES

INC

.T.

A.#

136.

25-3

-58.

001

LOT

2 FI

LED

MA

P 3

41 P

AG

E 5

2

HIG

HLA

ND

PA

RK

HIG

HLA

ND

PA

RK

15

9

MO

NT

GO

ME

RY

HO

US

E3

,330

± S

q. F

t.

DIV

INIT

Y S

CH

OO

L C

AM

PU

S(

IN F

EE

T )

GR

AP

HIC

SC

AL

E

0

1 i

nch

= 6

0 f

t.

3060

120

240

60

N

NORTH

PA

RC

EL

BO

UN

DA

RY

LIN

E L

EG

EN

D

RO

AD

RIG

HT-

OF-

WA

Y

AD

JAC

EN

T P

RO

PE

RTY

LIN

E

GOODMAN

(66' R.O

.W.)

HIG

HL

AN

D

P

AR

KW

AY

(60' R

.O.W

.)

HIG

HL

AN

D A

VE

NU

E

(49.5

' R.O

.W.)

SU

MM

IT D

RIV

E(6

0' R

.O.W

.)

HOWLAND

AVENUE

(60' R.O.W.)

GR

EE

NV

IEW

DR

IVE

(50' R

.O.W

.)

STREET

SOUTH

LILAC DRIVE(60' R.O.W.)

DAVID ROAD (60' R.O.W.)

CA

MP

US

DR

IVE

DE

VE

LO

PM

EN

T C

ON

CE

PT

PLA

N2

17

La

ke

Av

en

ue

Ro

ch

es

te

r,

NY

14

60

8

(5

85

) 4

58

-30

20

Co

st

ich

En

gin

ee

rin

g

Civ

il

En

gin

ee

rin

g

La

nd

Su

rv

ey

ing

La

nd

sc

ap

e

Ar

ch

ite

ct

ur

e

PIN

ETU

M

D

RIV

E

APPENDICES

A1

Collected Traffic Volume Data

File Name : Elmwood Ave at S Goodman St WB - AMSite Code : 11111111Start Date : 5/2/2019Page No : 1

Groups Printed- Unshifted - Bank 1S Goodman St

From NorthElmwood Ave

From East From SouthElmwood Ave

From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total

07:00 AM 58 0 5 1 64 3 139 0 1 143 0 0 0 0 0 0 55 26 0 81 28807:15 AM 88 0 0 0 88 5 190 0 0 195 0 0 0 0 0 0 71 31 0 102 38507:30 AM 103 0 3 0 106 3 238 0 0 241 0 0 0 0 0 0 95 42 0 137 48407:45 AM 101 0 2 0 103 6 237 0 5 248 0 0 0 0 0 0 120 38 0 158 509

Total 350 0 10 1 361 17 804 0 6 827 0 0 0 0 0 0 341 137 0 478 1666

08:00 AM 78 0 2 0 80 6 218 0 1 225 0 0 0 0 0 0 104 34 0 138 44308:15 AM 71 0 2 0 73 5 196 0 0 201 0 0 0 0 0 0 65 36 0 101 37508:30 AM 75 0 0 0 75 4 220 0 3 227 0 0 0 0 0 0 66 31 0 97 39908:45 AM 95 0 7 0 102 3 195 0 3 201 0 0 0 0 0 0 91 31 0 122 425

Total 319 0 11 0 330 18 829 0 7 854 0 0 0 0 0 0 326 132 0 458 1642

Grand Total 669 0 21 1 691 35 1633 0 13 1681 0 0 0 0 0 0 667 269 0 936 3308Apprch % 96.8 0 3 0.1 2.1 97.1 0 0.8 0 0 0 0 0 71.3 28.7 0

Total % 20.2 0 0.6 0 20.9 1.1 49.4 0 0.4 50.8 0 0 0 0 0 0 20.2 8.1 0 28.3Unshifted 657 0 21 1 679 34 1601 0 12 1647 0 0 0 0 0 0 667 269 0 936 3262% Unshifted 98.2 0 100 100 98.3 97.1 98 0 92.3 98 0 0 0 0 0 0 100 100 0 100 98.6

Bank 1 12 0 0 0 12 1 32 0 1 34 0 0 0 0 0 0 0 0 0 0 46% Bank 1 1.8 0 0 0 1.7 2.9 2 0 7.7 2 0 0 0 0 0 0 0 0 0 0 1.4

SRF Associates3495 Winton Pl

Rochester, NY, 14623

File Name : Elmwood Ave at S Goodman St WB - AMSite Code : 11111111Start Date : 5/2/2019Page No : 2

S Goodman StFrom North

Elmwood AveFrom East From South

Elmwood AveFrom West

Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total

Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 07:15 AM

07:15 AM 88 0 0 0 88 5 190 0 0 195 0 0 0 0 0 0 71 31 0 102 38507:30 AM 103 0 3 0 106 3 238 0 0 241 0 0 0 0 0 0 95 42 0 137 48407:45 AM 101 0 2 0 103 6 237 0 5 248 0 0 0 0 0 0 120 38 0 158 50908:00 AM 78 0 2 0 80 6 218 0 1 225 0 0 0 0 0 0 104 34 0 138 443Total Volume 370 0 7 0 377 20 883 0 6 909 0 0 0 0 0 0 390 145 0 535 1821% App. Total 98.1 0 1.9 0 2.2 97.1 0 0.7 0 0 0 0 0 72.9 27.1 0

PHF .898 .000 .583 .000 .889 .833 .928 .000 .300 .916 .000 .000 .000 .000 .000 .000 .813 .863 .000 .847 .894Unshifted 367 0 7 0 374 19 869 0 6 894 0 0 0 0 0 0 390 145 0 535 1803% Unshifted 99.2 0 100 0 99.2 95.0 98.4 0 100 98.3 0 0 0 0 0 0 100 100 0 100 99.0

Bank 1 3 0 0 0 3 1 14 0 0 15 0 0 0 0 0 0 0 0 0 0 18% Bank 1 0.8 0 0 0 0.8 5.0 1.6 0 0 1.7 0 0 0 0 0 0 0 0 0 0 1.0

S Goodman St

Elm

wo

od

Ave

Elm

wo

od

Ave

Right

367 3

370 Thru

0 0 0

Left

7 0 7

Peds

0 0 0

InOut Total164 374 538

1 3 4 165 542 377

Rig

ht

19

1

2

0

Th

ru

86

9

14

8

83

L

eft 0

0

0

P

ed

s 6

0

6

Ou

tT

ota

lIn

39

7

89

4

12

91

0

1

5

15

3

97

1

30

6

90

9

Left0 0 0

Thru0 0 0

Right0 0 0

Peds0 0 0

Out TotalIn

0 0 0 0 0 0 0 0 0

Le

ft

14

5

0

14

5

Th

ru39

0

0

39

0

Rig

ht0

0

0

Pe

ds0

0

0

To

tal

Ou

tIn

12

36

5

35

1

77

1

17

0

1

7

12

53

1

78

8

53

5

Peak Hour Begins at 07:15 AM UnshiftedBank 1

Peak Hour Data

North



File Name : Elmwood Ave at S Goodman St - PMSite Code : 11111111Start Date : 5/2/2019Page No : 1


From NorthElmwood Ave

From East From SouthElmwood Ave

From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total

04:00 PM 51 0 4 0 55 13 100 0 0 113 0 0 0 0 0 0 180 94 0 274 44204:15 PM 44 0 5 0 49 3 103 0 0 106 0 0 0 0 0 0 218 94 0 312 46704:30 PM 50 0 7 0 57 8 144 0 1 153 0 0 0 0 0 0 227 91 1 319 52904:45 PM 51 0 3 0 54 8 162 0 2 172 0 0 0 0 0 0 238 104 0 342 568

Total 196 0 19 0 215 32 509 0 3 544 0 0 0 0 0 0 863 383 1 1247 2006

05:00 PM 43 0 3 0 46 8 136 0 1 145 0 0 0 0 0 0 294 108 0 402 59305:15 PM 33 0 4 0 37 12 117 0 1 130 0 0 0 0 0 0 255 102 0 357 52405:30 PM 50 0 4 0 54 6 176 0 1 183 0 0 0 0 0 0 258 104 0 362 59905:45 PM 58 0 4 0 62 6 138 0 1 145 0 0 0 0 0 0 190 100 1 291 498

Total 184 0 15 0 199 32 567 0 4 603 0 0 0 0 0 0 997 414 1 1412 2214

Grand Total 380 0 34 0 414 64 1076 0 7 1147 0 0 0 0 0 0 1860 797 2 2659 4220Apprch % 91.8 0 8.2 0 5.6 93.8 0 0.6 0 0 0 0 0 70 30 0.1

Total % 9 0 0.8 0 9.8 1.5 25.5 0 0.2 27.2 0 0 0 0 0 0 44.1 18.9 0 63Unshifted 380 0 34 0 414 64 1076 0 7 1147 0 0 0 0 0 0 1851 791 2 2644 4205% Unshifted 100 0 100 0 100 100 100 0 100 100 0 0 0 0 0 0 99.5 99.2 100 99.4 99.6

Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 6 0 15 15% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.5 0.8 0 0.6 0.4



File Name : Elmwood Ave at S Goodman St - PMSite Code : 11111111Start Date : 5/2/2019Page No : 2


Elmwood AveFrom East From South

Elmwood AveFrom West


Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM

04:45 PM 51 0 3 0 54 8 162 0 2 172 0 0 0 0 0 0 238 104 0 342 56805:00 PM 43 0 3 0 46 8 136 0 1 145 0 0 0 0 0 0 294 108 0 402 59305:15 PM 33 0 4 0 37 12 117 0 1 130 0 0 0 0 0 0 255 102 0 357 52405:30 PM 50 0 4 0 54 6 176 0 1 183 0 0 0 0 0 0 258 104 0 362 599Total Volume 177 0 14 0 191 34 591 0 5 630 0 0 0 0 0 0 1045 418 0 1463 2284% App. Total 92.7 0 7.3 0 5.4 93.8 0 0.8 0 0 0 0 0 71.4 28.6 0

PHF .868 .000 .875 .000 .884 .708 .839 .000 .625 .861 .000 .000 .000 .000 .000 .000 .889 .968 .000 .910 .953Unshifted 177 0 14 0 191 34 591 0 5 630 0 0 0 0 0 0 1039 416 0 1455 2276% Unshifted 100 0 100 0 100 100 100 0 100 100 0 0 0 0 0 0 99.4 99.5 0 99.5 99.6

Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 2 0 8 8% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.6 0.5 0 0.5 0.4

S Goodman St

Elm

wo

od

Ave

Elm

wo

od

Ave

Right

177 0

177 Thru

0 0 0

Left

14 0

14 Peds

0 0 0


2 0 2 452 643 191

Rig

ht

34

0

3

4

Th

ru

59

1

0

59

1

Le

ft 0

0

0

Pe

ds 5

0

5

Ou

tT

ota

lIn

10

53

6

30

1

68

3

6

0

6

10

59

1

68

9

63

0

Left0 0 0

Thru0 0 0

Right0 0 0

Peds0 0 0

Out TotalIn

0 0 0 0 0 0 0 0 0

Le

ft

41

6

2

41

8

Th

ru

10

39

6

1

04

5

Rig

ht0

0

0

Pe

ds0

0

0

To

tal

Ou

tIn

76

8

14

55

2

22

3

0

8

8

76

8

22

31

1

46

3

Peak Hour Begins at 04:45 PM UnshiftedBank 1

Peak Hour Data

North



File Name : S Goodman St at Highland Ave - AMSite Code : 00390111Start Date : 5/2/2019Page No : 1


From NorthHighland Ave

From EastS Goodman St

From SouthHighland AveFrom West


07:00 AM 30 56 5 0 91 12 28 3 1 44 2 35 1 0 38 1 16 10 0 27 20007:15 AM 38 98 4 0 140 13 39 8 0 60 0 30 2 0 32 0 15 4 0 19 25107:30 AM 49 118 8 0 175 12 68 6 0 86 3 51 0 0 54 0 17 15 0 32 34707:45 AM 47 83 12 0 142 20 80 5 0 105 1 45 3 0 49 1 19 9 0 29 325

Total 164 355 29 0 548 57 215 22 1 295 6 161 6 0 173 2 67 38 0 107 1123

08:00 AM 46 66 5 0 117 18 62 2 0 82 3 39 3 0 45 0 18 10 0 28 27208:15 AM 36 64 9 0 109 17 55 5 0 77 4 35 1 0 40 2 19 4 0 25 25108:30 AM 35 86 4 0 125 11 47 2 0 60 2 36 0 0 38 1 27 9 0 37 26008:45 AM 30 88 7 0 125 12 43 1 0 56 2 27 1 0 30 0 19 17 0 36 247

Total 147 304 25 0 476 58 207 10 0 275 11 137 5 0 153 3 83 40 0 126 1030

Grand Total 311 659 54 0 1024 115 422 32 1 570 17 298 11 0 326 5 150 78 0 233 2153Apprch % 30.4 64.4 5.3 0 20.2 74 5.6 0.2 5.2 91.4 3.4 0 2.1 64.4 33.5 0

Total % 14.4 30.6 2.5 0 47.6 5.3 19.6 1.5 0 26.5 0.8 13.8 0.5 0 15.1 0.2 7 3.6 0 10.8Unshifted 311 659 54 0 1024 115 422 32 1 570 17 298 11 0 326 5 150 78 0 233 2153

% Unshifted

Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

SRF Associates3495 Winton Place, Bldg. E, Suite110

Rochester, New York, 14623

File Name : S Goodman St at Highland Ave - AMSite Code : 00390111Start Date : 5/2/2019Page No : 2


Highland AveFrom East

S Goodman StFrom South

Highland AveFrom West



07:15 AM 38 98 4 0 140 13 39 8 0 60 0 30 2 0 32 0 15 4 0 19 25107:30 AM 49 118 8 0 175 12 68 6 0 86 3 51 0 0 54 0 17 15 0 32 34707:45 AM 47 83 12 0 142 20 80 5 0 105 1 45 3 0 49 1 19 9 0 29 32508:00 AM 46 66 5 0 117 18 62 2 0 82 3 39 3 0 45 0 18 10 0 28 272Total Volume 180 365 29 0 574 63 249 21 0 333 7 165 8 0 180 1 69 38 0 108 1195% App. Total 31.4 63.6 5.1 0 18.9 74.8 6.3 0 3.9 91.7 4.4 0 0.9 63.9 35.2 0

PHF .918 .773 .604 .000 .820 .788 .778 .656 .000 .793 .583 .809 .667 .000 .833 .250 .908 .633 .000 .844 .861Unshifted 180 365 29 0 574 63 249 21 0 333 7 165 8 0 180 1 69 38 0 108 1195

% Unshifted

Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

S Goodman St

Hig

hla

nd

Ave

Hig

hla

nd

Ave

S Goodman St

Right

180 0

180 Thru

365 0

365 Left

29 0

29 Peds

0 0 0


0 0 0 266 840 574

Rig

ht

63

0

6

3

Th

ru

24

9

0

24

9

Le

ft 21

0

2

1

Pe

ds 0

0

0

Ou

tT

ota

lIn

10

5

33

3

43

8

0

0

0

10

5

43

8

33

3

Left8 0 8

Thru165

0 165

Right7 0 7

Peds0 0 0

Out TotalIn

387 180 567 0 0 0

387 567 180

Le

ft38

0

3

8

Th

ru69

0

6

9

Rig

ht1

0

1

Pe

ds0

0

0

To

tal

Ou

tIn

43

7

10

8

54

5

0

0

0

43

7

54

5

10

8


Peak Hour Data

North



File Name : S Goodman St at Highland Ave - PMSite Code : 03901111Start Date : 5/2/2019Page No : 1


From NorthHighland Ave


From SouthHighland AveFrom West


04:00 AM 14 39 17 0 70 9 22 3 0 34 4 95 1 0 100 2 55 20 0 77 28104:15 AM 10 50 22 0 82 10 17 3 0 30 6 90 2 0 98 1 38 23 0 62 27204:30 AM 22 50 18 0 90 9 24 5 0 38 12 91 4 0 107 2 58 30 0 90 32504:45 AM 14 47 29 0 90 16 18 3 0 37 14 101 2 0 117 1 64 24 0 89 333

Total 60 186 86 0 332 44 81 14 0 139 36 377 9 0 422 6 215 97 0 318 1211

05:00 AM 25 40 16 0 81 14 21 3 0 38 13 117 2 0 132 2 57 21 0 80 33105:15 AM 19 44 25 0 88 10 38 1 0 49 9 99 3 0 111 0 52 22 0 74 32205:30 AM 21 50 14 0 85 14 22 5 0 41 12 92 4 0 108 3 48 18 0 69 30305:45 AM 16 62 16 0 94 15 23 3 0 41 7 98 1 0 106 2 46 20 0 68 309

Total 81 196 71 0 348 53 104 12 0 169 41 406 10 0 457 7 203 81 0 291 1265

Grand Total 141 382 157 0 680 97 185 26 0 308 77 783 19 0 879 13 418 178 0 609 2476Apprch % 20.7 56.2 23.1 0 31.5 60.1 8.4 0 8.8 89.1 2.2 0 2.1 68.6 29.2 0

Total % 5.7 15.4 6.3 0 27.5 3.9 7.5 1.1 0 12.4 3.1 31.6 0.8 0 35.5 0.5 16.9 7.2 0 24.6Unshifted 141 382 157 0 680 97 185 26 0 308 77 783 19 0 879 13 418 178 0 609 2476

% Unshifted

Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0



File Name : S Goodman St at Highland Ave - PMSite Code : 03901111Start Date : 5/2/2019Page No : 2


Highland AveFrom East


Highland AveFrom West



04:30 AM 22 50 18 0 90 9 24 5 0 38 12 91 4 0 107 2 58 30 0 90 32504:45 AM 14 47 29 0 90 16 18 3 0 37 14 101 2 0 117 1 64 24 0 89 33305:00 AM 25 40 16 0 81 14 21 3 0 38 13 117 2 0 132 2 57 21 0 80 33105:15 AM 19 44 25 0 88 10 38 1 0 49 9 99 3 0 111 0 52 22 0 74 322Total Volume 80 181 88 0 349 49 101 12 0 162 48 408 11 0 467 5 231 97 0 333 1311% App. Total 22.9 51.9 25.2 0 30.2 62.3 7.4 0 10.3 87.4 2.4 0 1.5 69.4 29.1 0

PHF .800 .905 .759 .000 .969 .766 .664 .600 .000 .827 .857 .872 .688 .000 .884 .625 .902 .808 .000 .925 .984Unshifted 80 181 88 0 349 49 101 12 0 162 48 408 11 0 467 5 231 97 0 333 1311

% Unshifted

Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

S Goodman St

Hig

hla

nd

Ave

Hig

hla

nd

Ave

S Goodman St

Right

80 0

80 Thru

181 0

181 Left

88 0

88 Peds

0 0 0


0 0 0 554 903 349

Rig

ht

49

0

4

9

Th

ru

10

1

0

10

1

Le

ft 12

0

1

2

Pe

ds 0

0

0

Ou

tT

ota

lIn

36

7

16

2

52

9

0

0

0

36

7

52

9

16

2

Left11 0

11

Thru408

0 408

Right48 0

48

Peds0 0 0

Out TotalIn

198 467 665 0 0 0

198 665 467

Le

ft97

0

9

7

Th

ru23

1

0

23

1

Rig

ht5

0

5

Pe

ds0

0

0

To

tal

Ou

tIn

19

2

33

3

52

5

0

0

0

19

2

52

5

33

3


Peak Hour Data

North



File Name : S Goodman St at Campus Drive and Pinetum Dr - AMSite Code : 11111111Start Date : 5/2/2019Page No : 1


From NorthCampus Drive


From SouthPinetum DrFrom West


07:00 AM 2 87 2 0 91 0 0 0 0 0 0 53 2 0 55 1 0 1 1 3 14907:15 AM 5 142 0 0 147 0 0 0 0 0 0 47 1 0 48 0 0 1 0 1 19607:30 AM 2 171 1 0 174 0 0 1 0 1 0 74 2 0 76 2 0 4 0 6 25707:45 AM 2 136 1 0 139 0 0 1 0 1 0 71 1 0 72 3 0 1 0 4 216

Total 11 536 4 0 551 0 0 2 0 2 0 245 6 0 251 6 0 7 1 14 818

08:00 AM 3 111 0 0 114 1 0 2 0 3 1 65 2 0 68 1 1 4 0 6 19108:15 AM 4 114 4 0 122 1 0 0 0 1 1 55 2 0 58 2 0 2 0 4 18508:30 AM 2 120 4 0 126 1 0 0 0 1 1 54 3 0 58 1 0 2 0 3 18808:45 AM 4 125 5 0 134 0 0 2 0 2 2 55 1 0 58 2 0 2 0 4 198

Total 13 470 13 0 496 3 0 4 0 7 5 229 8 0 242 6 1 10 0 17 762

Grand Total 24 1006 17 0 1047 3 0 6 0 9 5 474 14 0 493 12 1 17 1 31 1580Apprch % 2.3 96.1 1.6 0 33.3 0 66.7 0 1 96.1 2.8 0 38.7 3.2 54.8 3.2

Total % 1.5 63.7 1.1 0 66.3 0.2 0 0.4 0 0.6 0.3 30 0.9 0 31.2 0.8 0.1 1.1 0.1 2Unshifted 23 993 17 0 1033 3 0 5 0 8 4 455 14 0 473 12 1 17 1 31 1545

% Unshifted

Bank 1 1 13 0 0 14 0 0 1 0 1 1 19 0 0 20 0 0 0 0 0 35% Bank 1 4.2 1.3 0 0 1.3 0 0 16.7 0 11.1 20 4 0 0 4.1 0 0 0 0 0 2.2



File Name : S Goodman St at Campus Drive and Pinetum Dr - AMSite Code : 11111111Start Date : 5/2/2019Page No : 2


Campus DriveFrom East


Pinetum DrFrom West

StartTime

Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total


07:15 AM 5 142 0 0 147 0 0 0 0 0 0 47 1 0 48 0 0 1 0 1 19607:30 AM 2 171 1 0 174 0 0 1 0 1 0 74 2 0 76 2 0 4 0 6 25707:45 AM 2 136 1 0 139 0 0 1 0 1 0 71 1 0 72 3 0 1 0 4 21608:00 AM 3 111 0 0 114 1 0 2 0 3 1 65 2 0 68 1 1 4 0 6 191Total Volume 12 560 2 0 574 1 0 4 0 5 1 257 6 0 264 6 1 10 0 17 860% App. Total 2.1 97.6 0.3 0 20 0 80 0 0.4 97.3 2.3 0 35.3 5.9 58.8 0

PHF .600 .819 .500 .000 .825 .250 .000 .500 .000 .417 .250 .868 .750 .000 .868 .500 .250 .625 .000 .708 .837Unshifted 12 556 2 0 570 1 0 3 0 4 0 250 6 0 256 6 1 10 0 17 847

% Unshifted 99.3 100 0 99.3 100 0 75.0 0 80.0 0 97.3 100 0 97.0 100 100 100 0 100 98.5Bank 1 0 4 0 0 4 0 0 1 0 1 1 7 0 0 8 0 0 0 0 0 13

% Bank 1 0 0.7 0 0 0.7 0 0 25.0 0 20.0 100 2.7 0 0 3.0 0 0 0 0 0 1.5

S Goodman St

Pin

etu

m D

r C

am

pu

s Drive

S Goodman St

Right

12 0

12 Thru

556 4

560 Left

2 0 2

Peds

0 0 0


7 4 11 268 842 574

Rig

ht 1

0

1

Th

ru 0

0

0

Le

ft 3

1

4

Pe

ds 0

0

0

Ou

tT

ota

lIn

3

4

7

1

1

2

4

9

5

Left6 0 6

Thru250

7 257

Right0 1 1

Peds0 0 0

Out TotalIn

565 256 821 5 8 13

570 834 264

Le

ft10

0

1

0

Th

ru

1

0

1

Rig

ht6

0

6

Pe

ds0

0

0

To

tal

Ou

tIn

18

1

7

35

0

0

0

1

8

35

1

7


Peak Hour Data

North



File Name : S Goodman St at Campus Drive and Pinetum Dr - PMSite Code : 11111111Start Date : 5/2/2019Page No : 1


From NorthCampus Drive


From SouthPinetum DrFrom West


04:00 PM 3 69 0 0 72 4 0 3 0 7 1 116 4 0 121 8 0 3 0 11 21104:15 PM 1 80 2 0 83 4 1 1 1 7 0 133 6 0 139 8 0 4 0 12 24104:30 PM 4 82 3 0 89 0 0 1 0 1 1 125 1 0 127 5 2 7 0 14 23104:45 PM 5 83 0 0 88 1 0 0 0 1 0 131 7 0 138 7 0 5 0 12 239

Total 13 314 5 0 332 9 1 5 1 16 2 505 18 0 525 28 2 19 0 49 922

05:00 PM 3 81 2 0 86 1 0 1 0 2 1 143 7 0 151 4 0 3 0 7 24605:15 PM 3 76 0 0 79 2 0 2 0 4 0 129 6 0 135 8 0 4 0 12 23005:30 PM 8 81 1 0 90 0 0 1 0 1 6 113 5 0 124 6 1 7 0 14 22905:45 PM 7 84 0 0 91 0 0 1 0 1 1 122 5 0 128 6 0 7 0 13 233

Total 21 322 3 0 346 3 0 5 0 8 8 507 23 0 538 24 1 21 0 46 938

Grand Total 34 636 8 0 678 12 1 10 1 24 10 1012 41 0 1063 52 3 40 0 95 1860Apprch % 5 93.8 1.2 0 50 4.2 41.7 4.2 0.9 95.2 3.9 0 54.7 3.2 42.1 0

Total % 1.8 34.2 0.4 0 36.5 0.6 0.1 0.5 0.1 1.3 0.5 54.4 2.2 0 57.2 2.8 0.2 2.2 0 5.1Unshifted 34 631 8 0 673 12 1 10 1 24 10 1007

% Unshifted 100 99.2 100 0 99.3 100 100 100 100 100 100 99.5 100 0 99.5 100 100 100 0 100 99.5Bank 1 0 5 0 0 5 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 10

% Bank 1 0 0.8 0 0 0.7 0 0 0 0 0 0 0.5 0 0 0.5 0 0 0 0 0 0.5



File Name : S Goodman St at Campus Drive and Pinetum Dr - PMSite Code : 11111111Start Date : 5/2/2019Page No : 2


Campus DriveFrom East


Pinetum DrFrom West

StartTime

Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total

Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:15 PM

04:15 PM 1 80 2 0 83 4 1 1 1 7 0 133 6 0 139 8 0 4 0 12 24104:30 PM 4 82 3 0 89 0 0 1 0 1 1 125 1 0 127 5 2 7 0 14 23104:45 PM 5 83 0 0 88 1 0 0 0 1 0 131 7 0 138 7 0 5 0 12 23905:00 PM 3 81 2 0 86 1 0 1 0 2 1 143 7 0 151 4 0 3 0 7 246Total Volume 13 326 7 0 346 6 1 3 1 11 2 532 21 0 555 24 2 19 0 45 957% App. Total 3.8 94.2 2 0 54.5 9.1 27.3 9.1 0.4 95.9 3.8 0 53.3 4.4 42.2 0

PHF .650 .982 .583 .000 .972 .375 .250 .750 .250 .393 .500 .930 .750 .000 .919 .750 .250 .679 .000 .804 .973Unshifted 13 323 7 0 343 6 1 3 1 11 2 528 21 0 551 24 2 19 0 45 950

% Unshifted 99.1 100 0 99.1 100 100 100 100 100 100 99.2 100 0 99.3 100 100 100 0 100 99.3Bank 1 0 3 0 0 3 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 7

% Bank 1 0 0.9 0 0 0.9 0 0 0 0 0 0 0.8 0 0 0.7 0 0 0 0 0 0.7

S Goodman St

Pin

etu

m D

r C

am

pu

s Drive

S Goodman St

Right

13 0

13 Thru

323 3

326 Left

7 0 7

Peds

0 0 0


4 3 7 557 903 346

Rig

ht 6

0

6

Th

ru 1

0

1

Le

ft 3

0

3

Pe

ds 1

0

1

Ou

tT

ota

lIn

11

1

1

22

0

0

0

1

1

22

1

1

Left21 0

21

Thru528

4 532

Right2 0 2

Peds0 0 0

Out TotalIn

350 551 901 3 4 7

353 908 555

Le

ft19

0

1

9

Th

ru

2

0

2

Rig

ht

24

0

2

4

Pe

ds0

0

0

To

tal

Ou

tIn

35

4

5

80

0

0

0

3

5

80

4

5

Peak Hour Begins at 04:15 PM UnshiftedBank 1

Peak Hour Data

North



A2

Miscellaneous Traffic Data

and Calculations

Prop

osed

Col

gate

Div

inity

Dev

elop

men

t, To

wn

of B

right

on, M

onro

e C

ount

y, N

YD

ocum

enta

tion

of A

mbi

ent T

raffi

c Vo

lum

e G

row

th

Road

way

Segm

ent s

tarts

at

Segm

ent e

nd a

tLo

catio

n20

0620

1020

1320

1420

1520

0920

19An

nual

Gro

wth

S G

oodm

an S

tEl

mw

ood

Ave

Hig

hlan

d Av

e Br

ight

on, N

Y 6,

573

6,67

00.

24%

S G

oodm

an S

tH

ighl

and

Ave

Cam

pus

Driv

e Br

ight

on, N

Y 12

,513

8,98

0-7

.96%

Hig

hlan

d Av

e So

uth

Ave

Dav

id D

r Br

ight

on, N

Y 6,

580

5,18

0-1

.82%

Elm

woo

d Av

eSo

uth

Ave

S G

oodm

an S

t Br

ight

on, N

Y 22

,034

22,3

100.

14%

Elm

woo

d Av

eS

Goo

dman

St

S C

linto

n Av

e Br

ight

on, N

Y 9,

294

16,8

4012

.62%

PRO

POSE

D C

OLG

ATE

DIV

INIT

Y R

E-D

EVEL

OPM

ENT

CIT

Y O

F R

OC

HES

TER

, NY

AM

PEA

KF

IG 3

FIG

4F

IG 7

FIG

8

Num

of y

rs3

2019

20

22

1201

19

25

2022

B

kgd

Vol.

Elm

woo

dS.

Clin

ton

Bkg

d Vo

l.E

nter

Exi

tT

rips

INT

rips

OU

T1.

50%

Dis

t. %

Dis

t. %

128

811

S G

oodm

an S

t/E

lmw

ood

Ave

SR

370

387

739

450

%41

4142

8S

TS

L7

77

16%

1313

20W

R20

2121

37%

4747

68W

T88

392

322

1295

792

3W

LN

RN

TN

LE

RE

T39

040

825

1845

140

8E

L14

515

213

165

22%

2828

180

2S

Goo

dman

St/

Hig

hlan

d A

veS

R18

018

818

818

%15

1520

3S

T36

538

27

389

66%

5353

435

SL

2930

304%

33

33W

R63

6666

13%

1717

83W

T24

926

03

263

260

WL

2122

2222

NR

77

77

NT

165

173

1318

659

%76

7624

9N

L8

88

8E

R1

11

1E

T69

724

7672

EL

3840

404%

55

453

S G

oodm

an S

t/P

inet

um D

r &

Cam

pus

Dr

SR

1213

1313

ST

560

586

759

358

6S

L2

22

23%

2929

29W

R1

11

11%

99

9W

T1%

11

1W

L4

44

88%

7171

71N

R1

11

76%

9797

97N

T25

726

913

282

269

NL

66

66

ER

66

66

ET

11

11%

11

2E

L10

1010

10

LOC

ATI

ON

N

UM

BER

INTE

RSE

CTI

ON

DES

CR

IPTI

ON

Tota

l Site

Tr

ips

FULL

B

uild

Vo

lum

es

FIG

6

Prop

osed

Col

gate

Div

inity

Dev

elop

men

tEx

istin

g Vo

lum

e

PRO

POSE

D C

OLG

ATE

DIV

INIT

Y R

E-D

EVEL

OPM

ENT

CIT

Y O

F R

OC

HES

TER

, NY

PM P

EAK

FIG

3F

IG 4

FIG

7F

IG 8

Num

of y

rs3

2019

20

22

1201

19

25

2022

B

kgd

Vol.

Elm

woo

dS.

Clin

ton

Bkg

d Vo

l.E

nter

Exi

tT

rips

INT

rips

OU

T1.

50%

Dis

t. %

Dis

t. %

128

132

1S

Goo

dman

St/

Elm

woo

d A

veS

R17

718

514

199

26%

3434

219

ST

SL

1415

1536

%48

4863

WR

3436

3621

%27

2763

WT

591

618

2816

662

618

WL

NR

NT

NL

ER

ET

1045

1093

4111

1145

1093

EL

418

437

1345

049

%63

6350

02

S G

oodm

an S

t/H

ighl

and

Ave

SR

7983

837%

99

92S

T18

118

914

203

62%

8282

271

SL

8488

8812

%16

1610

4W

R54

5656

7%9

965

WT

9910

45

109

104

WL

1213

1313

NR

4850

5050

NT

409

428

1344

170

%90

9051

8N

L11

1212

12E

R6

66

6E

T22

123

13

234

231

EL

8589

8910

%13

1310

23

S G

oodm

an S

t/P

inet

um D

r &

Cam

pus

Dr

SR

1920

2020

ST

321

336

1435

033

6S

L3

33

12%

1515

15W

R4

44

18%

2424

24W

T1%

11

1W

L4

44

81%

107

107

107

NR

77

787

%11

111

111

1N

T51

654

013

553

540

NL

2526

2626

ER

2526

2626

ET

11

11%

11

2E

L19

2020

20

Tota

l Site

Tr

ips

FULL

B

uild

Vo

lum

es

FIG

6

Exis

ting

Volu

me

LOC

ATI

ON

N

UM

BER

INTE

RSE

CTI

ON

DES

CR

IPTI

ON

Prop

osed

Col

gate

Div

inity

Dev

elop

men

t

Guideline for determining left-turn Lane at a two-way stop-controlled intersectionTWO LANE ROADWAY

INPUTValue

S. Goodman St @ Campus DrSB - AM Peak Full Build

355%

628

372

CALIBRATION CONSTANTSVariable Value

Average time for making left-turn, s: 3.0Critical headway, s: 5.0Average time for left-turn vehicle to clear the advancing lane, s: 1.9

PLOT - LINE 1 PLOT - LINE 20 372 628 0

628 372 628 372

OUTPUTValue574

Opposing volume (VO), veh/h:

VariableLimiting advancing volume (VA), veh/h:

Guidance for determining the need for a major-road left-turn bay:SB - AM Peak Full Build Left-turn treatment warranted at S. Goodman St @ Campus Dr Intersections

Advancing volume (VA), veh/h:

VariableMajor ApproachApproachDesign Speed Limit - MPHPercent of left-turns in advancing volume (VA), %:

0

100

200

300

400

500

600

700

800

900

1000

0 100 200 300 400 500 600 700 800 900 1000Opp

osin

g Vo

lum

e (V

O),

veh/

h

Advancing Volume (VA), veh/h

Guideline for determining left-turn Lane at a two-way stop-controlled intersectionTWO LANE ROADWAY

INPUTValue

S. Goodman St @ Campus DrSB - PM Peak Full Build

354%

371

677

CALIBRATION CONSTANTSVariable Value

Average time for making left-turn, s: 3.0Critical headway, s: 5.0Average time for left-turn vehicle to clear the advancing lane, s: 1.9

PLOT - LINE 1 PLOT - LINE 20 677 371 0

371 677 371 677

OUTPUTValue447

Opposing volume (VO), veh/h:

VariableLimiting advancing volume (VA), veh/h:

Guidance for determining the need for a major-road left-turn bay:SB - PM Peak Full Build Left-turn treatment NOT warranted at S. Goodman St @ Campus Dr Intersection

Advancing volume (VA), veh/h:

VariableMajor ApproachApproachDesign Speed Limit - MPHPercent of left-turns in advancing volume (VA), %:

0

100

200

300

400

500

600

700

800

900

1000

0 100 200 300 400 500 600 700 800 900 1000Opp

osin

g Vo

lum

e (V

O),

veh/

h

Advancing Volume (VA), veh/h

A3

Level of Service:

Criteria and Definitions

Level of Service Criteria Highway Capacity Manual 2016

SIGNALIZED INTERSECTIONS Level of Service is a qualitative measure describing operational conditions within a traffic stream, based on service measures such as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. Level of Service for signalized intersections is defined in terms of delay specifically, average total delay per vehicle for a 15 minute analysis period. The ranges are as follows:

Level Control Delay of per vehicle

Service (seconds) A < 10 B 10 – 20 C 20 – 35 D 35 – 55 E 55 – 80 F >80

UNSIGNALIZED INTERSECTIONS Level of Service for unsignalized intersections is also defined in terms of delay. However, the delay criteria are different from a signalized intersection. The primary reason for this is driver expectation that a signalized intersection is designed to carry higher volumes than an unsignalized intersection. The total delay threshold for any given Level of Service is less for an unsignalized intersection than for a signalized intersection. The ranges are as follows:

Level Control Delay of per vehicle

Service (seconds) A < 10 B 10 – 15 C 15 – 25 D 25 – 35 E 35 - 50 F >50

A4

Level of Service Calculations:

Existing Conditions

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

3:

Elm

woo

d A

ve &

S G

oodm

an S

t 20

19 E

xist

ing

Con

ditio

ns -

AM P

eak

Hou

r

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

1

Lane

Gro

upEB

LEB

TW

BTW

BRSB

LSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

145

390

883

207

370

Futu

re V

olum

e (v

ph)

145

390

883

207

370

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

00St

orag

e Le

ngth

(ft)

200

00

100

Stor

age

Lane

s1

01

1Ta

per L

engt

h (ft

)25

25La

ne U

til. F

acto

r1.

000.

950.

950.

951.

001.

00Fr

t0.

997

0.85

0Fl

t Pro

tect

ed0.

950

0.95

0Sa

td. F

low

(pro

t)18

0536

1035

260

1805

1599

Flt P

erm

itted

0.95

00.

950

Satd

. Flo

w (p

erm

)18

0536

1035

260

1805

1599

Link

Spe

ed (m

ph)

3030

30Li

nk D

ista

nce

(ft)

799

1144

2017

Trav

el T

ime

(s)

18.2

26.0

45.8

Peak

Hou

r Fac

tor

0.85

0.85

0.92

0.92

0.89

0.92

Hea

vy V

ehic

les

(%)

0%0%

2%5%

0%1%

Adj.

Flow

(vph

)17

145

996

022

840

2Sh

ared

Lan

e Tr

affic

(%)

Lane

Gro

up F

low

(vph

)17

145

998

20

840

2En

ter B

lock

ed In

ters

ectio

nN

oN

oN

oN

oN

oN

oLa

ne A

lignm

ent

Left

Left

Left

Rig

htLe

ftR

ight

Med

ian

Wid

th(ft

)12

1212

Link

Offs

et(ft

)0

00

Cro

ssw

alk

Wid

th(ft

)16

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

9Si

gn C

ontro

lFr

eeFr

eeSt

op

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ontro

l Typ

e: U

nsig

naliz

edIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 54

.6%

ICU

Lev

el o

f Ser

vice

AAn

alys

is P

erio

d (m

in) 1

5

HC

M 6

th T

WS

C39

011

Col

gate

Div

inity

TIS

3:

Elm

woo

d A

ve &

S G

oodm

an S

t 20

19 E

xist

ing

Con

ditio

ns -

AM P

eak

Hou

r

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

2

Inte

rsec

tion

Int D

elay

, s/v

eh7.

3

Mov

emen

tEB

LEB

TW

BTW

BRSB

LSB

RLa

ne C

onfig

urat

ions

Traf

fic V

ol, v

eh/h

145

390

883

207

370

Futu

re V

ol, v

eh/h

145

390

883

207

370

Con

flict

ing

Peds

, #/h

r0

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeSt

opSt

opR

T C

hann

eliz

ed-

Non

e-

Non

e-

Non

eSt

orag

e Le

ngth

200

--

-0

100

Veh

in M

edia

n St

orag

e, #

-0

0-

0-

Gra

de, %

-0

0-

0-

Peak

Hou

r Fac

tor

8585

9292

8992

Hea

vy V

ehic

les,

%0

02

50

1M

vmt F

low

171

459

960

228

402

Maj

or/M

inor

Maj

or1

Maj

or2

Min

or2

Con

flict

ing

Flow

All

982

0-

015

4349

1

Sta

ge 1

--

--

971

-

Sta

ge 2

--

--

572

-C

ritic

al H

dwy

4.1

--

-6.

86.

92C

ritic

al H

dwy

Stg

1-

--

-5.

8-

Crit

ical

Hdw

y St

g 2

--

--

5.8

-Fo

llow

-up

Hdw

y2.

2-

--

3.5

3.31

Pot C

ap-1

Man

euve

r71

1-

--

108

526

S

tage

1-

--

-33

3-

S

tage

2-

--

-53

4-

Plat

oon

bloc

ked,

%-

--

Mov

Cap

-1 M

aneu

ver

711

--

-82

526

Mov

Cap

-2 M

aneu

ver

--

--

82-

S

tage

1-

--

-25

3-

S

tage

2-

--

-53

4-

Appr

oach

EBW

BSB

HC

M C

ontro

l Del

ay, s

3.2

031

.1H

CM

LO

SD

Min

or L

ane/

Maj

or M

vmt

EBL

EBT

WBT

WBR

SBLn

1SB

Ln2

Cap

acity

(veh

/h)

711

--

-82

526

HC

M L

ane

V/C

Rat

io0.

24-

--

0.09

60.

765

HC

M C

ontro

l Del

ay (s

)11

.7-

--

53.5

30.7

HC

M L

ane

LOS

B-

--

FD

HC

M 9

5th

%til

e Q

(veh

)0.

9-

--

0.3

6.8

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

4:

S G

oodm

an S

t &

Hig

hlan

d A

ve20

19 E

xist

ing

Con

ditio

ns -

AM P

eak

Hou

r

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

3

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

3869

121

249

638

165

729

365

180

Futu

re V

olum

e (v

ph)

3869

121

249

638

165

729

365

180

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

00St

orag

e Le

ngth

(ft)

750

750

750

750

Stor

age

Lane

s0

00

00

00

0Ta

per L

engt

h (ft

)25

2525

25La

ne U

til. F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Fr

t0.

999

0.97

40.

995

0.95

8Fl

t Pro

tect

ed0.

983

0.99

70.

998

0.99

8Sa

td. F

low

(pro

t)0

1866

00

1845

00

1887

00

1817

0Fl

t Per

mitt

ed0.

811

0.97

80.

969

0.97

9Sa

td. F

low

(per

m)

015

390

018

100

018

320

017

820

Rig

ht T

urn

on R

edYe

sYe

sYe

sYe

sSa

td. F

low

(RTO

R)

121

342

Link

Spe

ed (m

ph)

3030

3030

Link

Dis

tanc

e (ft

)12

9068

120

1775

8Tr

avel

Tim

e (s

)29

.315

.545

.817

.2Pe

ak H

our F

acto

r0.

840.

840.

840.

790.

790.

790.

830.

830.

830.

820.

820.

82H

eavy

Veh

icle

s (%

)0%

0%0%

0%0%

0%0%

0%0%

0%0%

0%Ad

j. Fl

ow (v

ph)

4582

127

315

8010

199

835

445

220

Shar

ed L

ane

Traf

fic (%

)La

ne G

roup

Flo

w (v

ph)

012

80

042

20

021

70

070

00

Ente

r Blo

cked

Inte

rsec

tion

No

No

No

No

No

No

No

No

No

No

No

No

Lane

Alig

nmen

tLe

ftLe

ftR

ight

Left

Left

Rig

htLe

ftLe

ftR

ight

Left

Left

Rig

htM

edia

n W

idth

(ft)

00

00

Link

Offs

et(ft

)0

00

0C

ross

wal

k W

idth

(ft)

1616

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

915

915

9N

umbe

r of D

etec

tors

1

21

21

21

2D

etec

tor T

empl

ate

Left

Thru

Left

Thru

Left

Thru

Left

Thru

Lead

ing

Det

ecto

r (ft)

2010

020

100

2010

020

100

Trai

ling

Det

ecto

r (ft)

00

00

00

00

Det

ecto

r 1 P

ositi

on(ft

)0

00

00

00

0D

etec

tor 1

Siz

e(ft)

206

206

206

206

Det

ecto

r 1 T

ype

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Det

ecto

r 1 C

hann

elD

etec

tor 1

Ext

end

(s)

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Det

ecto

r 1 Q

ueue

(s)

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Det

ecto

r 1 D

elay

(s)

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Det

ecto

r 2 P

ositi

on(ft

)94

9494

94D

etec

tor 2

Siz

e(ft)

66

66

Det

ecto

r 2 T

ype

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Det

ecto

r 2 C

hann

elD

etec

tor 2

Ext

end

(s)

0.0

0.0

0.0

0.0

Turn

Typ

ePe

rmN

APe

rmN

APe

rmN

APe

rmN

APr

otec

ted

Phas

es4

82

6

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

4:

S G

oodm

an S

t &

Hig

hlan

d A

ve20

19 E

xist

ing

Con

ditio

ns -

AM P

eak

Hou

r

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

4

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RPe

rmitt

ed P

hase

s4

82

6D

etec

tor P

hase

44

88

22

66

Switc

h Ph

ase

Min

imum

Initi

al (s

)5.

05.

05.

05.

05.

05.

05.

05.

0M

inim

um S

plit

(s)

22.5

22.5

22.5

22.5

22.5

22.5

22.5

22.5

Tota

l Spl

it (s

)35

.035

.035

.035

.035

.035

.035

.035

.0To

tal S

plit

(%)

50.0

%50

.0%

50.0

%50

.0%

50.0

%50

.0%

50.0

%50

.0%

Max

imum

Gre

en (s

)30

.530

.530

.530

.530

.530

.530

.530

.5Ye

llow

Tim

e (s

)3.

53.

53.

53.

53.

53.

53.

53.

5Al

l-Red

Tim

e (s

)1.

01.

01.

01.

01.

01.

01.

01.

0Lo

st T

ime

Adju

st (s

)0.

00.

00.

00.

0To

tal L

ost T

ime

(s)

4.5

4.5

4.5

4.5

Lead

/Lag

Lead

-Lag

Opt

imiz

e?Ve

hicl

e Ex

tens

ion

(s)

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

Rec

all M

ode

Non

eN

one

Non

eN

one

Non

eN

one

Non

eN

one

Wal

k Ti

me

(s)

7.0

7.0

7.0

7.0

7.0

7.0

7.0

7.0

Flas

h D

ont W

alk

(s)

11.0

11.0

11.0

11.0

11.0

11.0

11.0

11.0

Pede

stria

n C

alls

(#/h

r)0

00

00

00

0Ac

t Effc

t Gre

en (s

)17

.717

.725

.125

.1Ac

tuat

ed g

/C R

atio

0.34

0.34

0.48

0.48

v/c

Rat

io0.

250.

680.

250.

80C

ontro

l Del

ay14

.620

.89.

820

.8Q

ueue

Del

ay0.

00.

00.

00.

0To

tal D

elay

14.6

20.8

9.8

20.8

LOS

BC

AC

Appr

oach

Del

ay14

.620

.89.

820

.8Ap

proa

ch L

OS

BC

AC

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ycle

Len

gth:

70

Actu

ated

Cyc

le L

engt

h: 5

2.3

Nat

ural

Cyc

le: 5

5C

ontro

l Typ

e: A

ctua

ted-

Unc

oord

inat

edM

axim

um v

/c R

atio

: 0.8

0In

ters

ectio

n Si

gnal

Del

ay: 1

8.6

Inte

rsec

tion

LOS:

BIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 67

.2%

ICU

Lev

el o

f Ser

vice

CAn

alys

is P

erio

d (m

in) 1

5

Split

s an

d Ph

ases

:

4: S

Goo

dman

St

& H

ighl

and

Ave

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

9:

S G

oodm

an S

t &

Pin

etum

Dr/

Cam

pus

Driv

e20

19 E

xist

ing

Con

ditio

ns -

AM P

eak

Hou

r

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

5

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

61

104

01

625

71

256

012

Futu

re V

olum

e (v

ph)

61

104

01

625

71

256

012

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

00La

ne U

til. F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Fr

t0.

918

0.97

70.

997

Flt P

rote

cted

0.98

30.

960

0.99

9Sa

td. F

low

(pro

t)0

1715

00

1475

00

1844

00

1876

0Fl

t Per

mitt

ed0.

983

0.96

00.

999

Satd

. Flo

w (p

erm

)0

1715

00

1475

00

1844

00

1876

0Li

nk S

peed

(mph

)30

3030

30Li

nk D

ista

nce

(ft)

392

349

758

552

Trav

el T

ime

(s)

8.9

7.9

17.2

12.5

Peak

Hou

r Fac

tor

0.71

0.71

0.71

0.42

0.42

0.42

0.87

0.87

0.87

0.82

0.82

0.82

Hea

vy V

ehic

les

(%)

0%0%

0%25

%0%

0%0%

3%0%

0%1%

0%Ad

j. Fl

ow (v

ph)

81

1410

02

729

51

268

315

Shar

ed L

ane

Traf

fic (%

)La

ne G

roup

Flo

w (v

ph)

023

00

120

030

30

070

00

Ente

r Blo

cked

Inte

rsec

tion

No

No

No

No

No

No

No

No

No

No

No

No

Lane

Alig

nmen

tLe

ftLe

ftR

ight

Left

Left

Rig

htLe

ftLe

ftR

ight

Left

Left

Rig

htM

edia

n W

idth

(ft)

00

00

Link

Offs

et(ft

)0

00

0C

ross

wal

k W

idth

(ft)

1616

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

915

915

9Si

gn C

ontro

lSt

opSt

opFr

eeFr

ee

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ontro

l Typ

e: U

nsig

naliz

edIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 41

.2%

ICU

Lev

el o

f Ser

vice

AAn

alys

is P

erio

d (m

in) 1

5

HC

M 6

th T

WS

C39

011

Col

gate

Div

inity

TIS

9:

S G

oodm

an S

t &

Pin

etum

Dr/

Cam

pus

Driv

e20

19 E

xist

ing

Con

ditio

ns -

AM P

eak

Hou

r

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

6

Inte

rsec

tion

Int D

elay

, s/v

eh0.

7

Mov

emen

tEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

ol, v

eh/h

61

104

01

625

71

256

012

Futu

re V

ol, v

eh/h

61

104

01

625

71

256

012

Con

flict

ing

Peds

, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l St

opSt

opSt

opSt

opSt

opSt

opFr

eeFr

eeFr

eeFr

eeFr

eeFr

eeR

T C

hann

eliz

ed-

-N

one

--

Non

e-

-N

one

--

Non

eSt

orag

e Le

ngth

--

--

--

--

--

--

Veh

in M

edia

n St

orag

e, #

-0

--

0-

-0

--

0-

Gra

de, %

-0

--

0-

-0

--

0-

Peak

Hou

r Fac

tor

7171

7142

4242

8787

8782

8282

Hea

vy V

ehic

les,

%0

00

250

00

30

01

0M

vmt F

low

81

1410

02

729

51

268

315

Maj

or/M

inor

Min

or2

Min

or1

Maj

or1

Maj

or2

Con

flict

ing

Flow

All

1006

1005

691

1012

1012

296

698

00

296

00

S

tage

169

569

5-

310

310

--

--

--

-

Sta

ge 2

311

310

-70

270

2-

--

--

--

Crit

ical

Hdw

y7.

16.

56.

27.

356.

56.

24.

1-

-4.

1-

-C

ritic

al H

dwy

Stg

16.

15.

5-

6.35

5.5

--

--

--

-C

ritic

al H

dwy

Stg

26.

15.

5-

6.35

5.5

--

--

--

-Fo

llow

-up

Hdw

y3.

54

3.3

3.72

54

3.3

2.2

--

2.2

--

Pot C

ap-1

Man

euve

r22

224

344

819

824

174

890

8-

-12

77-

-

Sta

ge 1

436

447

-65

466

3-

--

--

--

S

tage

270

466

3-

394

443

--

--

--

-Pl

atoo

n bl

ocke

d, %

--

--

Mov

Cap

-1 M

aneu

ver

219

240

448

189

238

748

908

--

1277

--

Mov

Cap

-2 M

aneu

ver

219

240

-18

923

8-

--

--

--

S

tage

143

244

6-

648

657

--

--

--

-

Sta

ge 2

695

657

-37

944

2-

--

--

--

Appr

oach

EBW

BN

BSB

HC

M C

ontro

l Del

ay, s

17.4

22.1

0.2

0H

CM

LO

SC

C M

inor

Lan

e/M

ajor

Mvm

tN

BLN

BTN

BREB

Ln1W

BLn1

SBL

SBT

SBR

Cap

acity

(veh

/h)

908

--

315

222

1277

--

HC

M L

ane

V/C

Rat

io0.

008

--

0.07

60.

054

0.00

2-

-H

CM

Con

trol D

elay

(s)

90

-17

.422

.17.

80

-H

CM

Lan

e LO

SA

A-

CC

AA

-H

CM

95t

h %

tile

Q(v

eh)

0-

-0.

20.

20

--

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

3:

Elm

woo

d A

ve &

S G

oodm

an S

t 20

19 E

xist

ing

Con

ditio

ns -

PM P

eak

Hou

r

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

1

Lane

Gro

upEB

LEB

TW

BTW

BRSB

LSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

418

1045

591

3414

177

Futu

re V

olum

e (v

ph)

418

1045

591

3414

177

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

00St

orag

e Le

ngth

(ft)

200

00

100

Stor

age

Lane

s1

01

1Ta

per L

engt

h (ft

)25

25La

ne U

til. F

acto

r1.

000.

950.

950.

951.

001.

00Fr

t0.

992

0.85

0Fl

t Pro

tect

ed0.

950

0.95

0Sa

td. F

low

(pro

t)18

0535

7435

810

1805

1615

Flt P

erm

itted

0.95

00.

950

Satd

. Flo

w (p

erm

)18

0535

7435

810

1805

1615

Link

Spe

ed (m

ph)

3030

30Li

nk D

ista

nce

(ft)

799

1144

2017

Trav

el T

ime

(s)

18.2

26.0

45.8

Peak

Hou

r Fac

tor

0.91

0.91

0.86

0.86

0.88

0.88

Hea

vy V

ehic

les

(%)

0%1%

0%0%

0%0%

Adj.

Flow

(vph

)45

911

4868

740

1620

1Sh

ared

Lan

e Tr

affic

(%)

Lane

Gro

up F

low

(vph

)45

911

4872

70

1620

1En

ter B

lock

ed In

ters

ectio

nN

oN

oN

oN

oN

oN

oLa

ne A

lignm

ent

Left

Left

Left

Rig

htLe

ftR

ight

Med

ian

Wid

th(ft

)12

1212

Link

Offs

et(ft

)0

00

Cro

ssw

alk

Wid

th(ft

)16

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

9Si

gn C

ontro

lFr

eeFr

eeSt

op

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ontro

l Typ

e: U

nsig

naliz

edIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 53

.9%

ICU

Lev

el o

f Ser

vice

AAn

alys

is P

erio

d (m

in) 1

5

HC

M 6

th T

WS

C39

011

Col

gate

Div

inity

TIS

3:

Elm

woo

d A

ve &

S G

oodm

an S

t 20

19 E

xist

ing

Con

ditio

ns -

PM P

eak

Hou

r

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

2

Inte

rsec

tion

Int D

elay

, s/v

eh6.

1

Mov

emen

tEB

LEB

TW

BTW

BRSB

LSB

RLa

ne C

onfig

urat

ions

Traf

fic V

ol, v

eh/h

418

1045

591

3414

177

Futu

re V

ol, v

eh/h

418

1045

591

3414

177

Con

flict

ing

Peds

, #/h

r0

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeSt

opSt

opR

T C

hann

eliz

ed-

Non

e-

Non

e-

Non

eSt

orag

e Le

ngth

200

--

-0

100

Veh

in M

edia

n St

orag

e, #

-0

0-

0-

Gra

de, %

-0

0-

0-

Peak

Hou

r Fac

tor

9191

8686

8888

Hea

vy V

ehic

les,

%0

10

00

0M

vmt F

low

459

1148

687

4016

201

Maj

or/M

inor

Maj

or1

Maj

or2

Min

or2

Con

flict

ing

Flow

All

727

0-

021

9936

4

Sta

ge 1

--

--

707

-

Sta

ge 2

--

--

1492

-C

ritic

al H

dwy

4.1

--

-6.

86.

9C

ritic

al H

dwy

Stg

1-

--

-5.

8-

Crit

ical

Hdw

y St

g 2

--

--

5.8

-Fo

llow

-up

Hdw

y2.

2-

--

3.5

3.3

Pot C

ap-1

Man

euve

r88

6-

--

3963

9

Sta

ge 1

--

--

455

-

Sta

ge 2

--

--

176

-Pl

atoo

n bl

ocke

d, %

--

-M

ov C

ap-1

Man

euve

r88

6-

--

1963

9M

ov C

ap-2

Man

euve

r-

--

-19

-

Sta

ge 1

--

--

219

-

Sta

ge 2

--

--

176

- Ap

proa

chEB

WB

SBH

CM

Con

trol D

elay

, s3.

80

43.6

HC

M L

OS

E M

inor

Lan

e/M

ajor

Mvm

tEB

LEB

TW

BTW

BRSB

Ln1

SBLn

2C

apac

ity (v

eh/h

)88

6-

--

1963

9H

CM

Lan

e V/

C R

atio

0.51

8-

--

0.83

70.

315

HC

M C

ontro

l Del

ay (s

)13

.4-

--$

427

.613

.2H

CM

Lan

e LO

SB

--

-F

BH

CM

95t

h %

tile

Q(v

eh)

3.1

--

-2.

31.

3

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

4:

S G

oodm

an S

t &

Hig

hlan

d A

ve20

19 E

xist

ing

Con

ditio

ns -

PM P

eak

Hou

r

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

3

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

8522

16

1299

5411

409

4884

181

79Fu

ture

Vol

ume

(vph

)85

221

612

9954

1140

948

8418

179

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

00La

ne U

til. F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Fr

t0.

997

0.95

60.

986

0.96

9Fl

t Pro

tect

ed0.

987

0.99

60.

999

0.98

8Sa

td. F

low

(pro

t)0

1870

00

1809

00

1872

00

1819

0Fl

t Per

mitt

ed0.

858

0.96

50.

990

0.80

8Sa

td. F

low

(per

m)

016

250

017

530

018

550

014

880

Rig

ht T

urn

on R

edYe

sYe

sYe

sYe

sSa

td. F

low

(RTO

R)

244

1027

Link

Spe

ed (m

ph)

3030

3030

Link

Dis

tanc

e (ft

)12

9068

120

1775

8Tr

avel

Tim

e (s

)29

.315

.545

.817

.2Pe

ak H

our F

acto

r0.

880.

880.

880.

840.

840.

840.

890.

890.

890.

960.

960.

96H

eavy

Veh

icle

s (%

)0%

0%0%

0%0%

0%0%

0%0%

0%0%

0%Ad

j. Fl

ow (v

ph)

9725

17

1411

864

1246

054

8818

982

Shar

ed L

ane

Traf

fic (%

)La

ne G

roup

Flo

w (v

ph)

035

50

019

60

052

60

035

90

Ente

r Blo

cked

Inte

rsec

tion

No

No

No

No

No

No

No

No

No

No

No

No

Lane

Alig

nmen

tLe

ftLe

ftR

ight

Left

Left

Rig

htLe

ftLe

ftR

ight

Left

Left

Rig

htM

edia

n W

idth

(ft)

00

00

Link

Offs

et(ft

)0

00

0C

ross

wal

k W

idth

(ft)

1616

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

915

915

9N

umbe

r of D

etec

tors

1

21

21

21

2D

etec

tor T

empl

ate

Left

Thru

Left

Thru

Left

Thru

Left

Thru

Lead

ing

Det

ecto

r (ft)

2010

020

100

2010

020

100

Trai

ling

Det

ecto

r (ft)

00

00

00

00

Det

ecto

r 1 P

ositi

on(ft

)0

00

00

00

0D

etec

tor 1

Siz

e(ft)

206

206

206

206

Det

ecto

r 1 T

ype

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Det

ecto

r 1 C

hann

elD

etec

tor 1

Ext

end

(s)

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Det

ecto

r 1 Q

ueue

(s)

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Det

ecto

r 1 D

elay

(s)

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Det

ecto

r 2 P

ositi

on(ft

)94

9494

94D

etec

tor 2

Siz

e(ft)

66

66

Det

ecto

r 2 T

ype

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Det

ecto

r 2 C

hann

elD

etec

tor 2

Ext

end

(s)

0.0

0.0

0.0

0.0

Turn

Typ

ePe

rmN

APe

rmN

APe

rmN

APe

rmN

APr

otec

ted

Phas

es4

82

6Pe

rmitt

ed P

hase

s4

82

6D

etec

tor P

hase

44

88

22

66

Switc

h Ph

ase

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

4:

S G

oodm

an S

t &

Hig

hlan

d A

ve20

19 E

xist

ing

Con

ditio

ns -

PM P

eak

Hou

r

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

4

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RM

inim

um In

itial

(s)

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

Min

imum

Spl

it (s

)22

.522

.522

.522

.522

.522

.522

.522

.5To

tal S

plit

(s)

35.0

35.0

35.0

35.0

35.0

35.0

35.0

35.0

Tota

l Spl

it (%

)50

.0%

50.0

%50

.0%

50.0

%50

.0%

50.0

%50

.0%

50.0

%M

axim

um G

reen

(s)

30.5

30.5

30.5

30.5

30.5

30.5

30.5

30.5

Yello

w T

ime

(s)

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

All-R

ed T

ime

(s)

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Lost

Tim

e Ad

just

(s)

0.0

0.0

0.0

0.0

Tota

l Los

t Tim

e (s

)4.

54.

54.

54.

5Le

ad/L

agLe

ad-L

ag O

ptim

ize?

Vehi

cle

Exte

nsio

n (s

)3.

03.

03.

03.

03.

03.

03.

03.

0R

ecal

l Mod

eN

one

Non

eN

one

Non

eN

one

Non

eN

one

Non

eW

alk

Tim

e (s

)7.

07.

07.

07.

07.

07.

07.

07.

0Fl

ash

Don

t Wal

k (s

)11

.011

.011

.011

.011

.011

.011

.011

.0Pe

dest

rian

Cal

ls (#

/hr)

00

00

00

00

Act E

ffct G

reen

(s)

15.7

15.7

18.1

18.1

Actu

ated

g/C

Rat

io0.

360.

360.

410.

41v/

c R

atio

0.61

0.30

0.68

0.57

Con

trol D

elay

17.5

10.2

15.9

13.7

Que

ue D

elay

0.0

0.0

0.0

0.0

Tota

l Del

ay17

.510

.215

.913

.7LO

SB

BB

BAp

proa

ch D

elay

17.5

10.2

15.9

13.7

Appr

oach

LO

SB

BB

B

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ycle

Len

gth:

70

Actu

ated

Cyc

le L

engt

h: 4

3.7

Nat

ural

Cyc

le: 5

0C

ontro

l Typ

e: A

ctua

ted-

Unc

oord

inat

edM

axim

um v

/c R

atio

: 0.6

8In

ters

ectio

n Si

gnal

Del

ay: 1

5.0

Inte

rsec

tion

LOS:

BIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 84

.9%

ICU

Lev

el o

f Ser

vice

EAn

alys

is P

erio

d (m

in) 1

5

Split

s an

d Ph

ases

:

4: S

Goo

dman

St

& H

ighl

and

Ave

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

9:

S G

oodm

an S

t &

Pin

etum

Dr/

Cam

pus

Driv

e20

19 E

xist

ing

Con

ditio

ns -

PM P

eak

Hou

r

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

5

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

191

254

04

2551

67

332

119

Futu

re V

olum

e (v

ph)

191

254

04

2551

67

332

119

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

00La

ne U

til. F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Fr

t0.

925

0.93

20.

998

0.99

3Fl

t Pro

tect

ed0.

979

0.97

60.

998

Satd

. Flo

w (p

rot)

017

210

017

110

018

920

018

690

Flt P

erm

itted

0.97

90.

976

0.99

8Sa

td. F

low

(per

m)

017

210

017

110

018

920

018

690

Link

Spe

ed (m

ph)

3030

3030

Link

Dis

tanc

e (ft

)39

234

975

855

2Tr

avel

Tim

e (s

)8.

97.

917

.212

.5Pe

ak H

our F

acto

r0.

800.

800.

800.

500.

500.

500.

910.

910.

910.

950.

950.

95H

eavy

Veh

icle

s (%

)0%

0%0%

0%0%

2%0%

0%0%

0%1%

0%Ad

j. Fl

ow (v

ph)

241

318

08

2756

78

333

820

Shar

ed L

ane

Traf

fic (%

)La

ne G

roup

Flo

w (v

ph)

056

00

160

060

20

036

10

Ente

r Blo

cked

Inte

rsec

tion

No

No

No

No

No

No

No

No

No

No

No

No

Lane

Alig

nmen

tLe

ftLe

ftR

ight

Left

Left

Rig

htLe

ftLe

ftR

ight

Left

Left

Rig

htM

edia

n W

idth

(ft)

00

00

Link

Offs

et(ft

)0

00

0C

ross

wal

k W

idth

(ft)

1616

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

915

915

9Si

gn C

ontro

lSt

opSt

opFr

eeFr

ee

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ontro

l Typ

e: U

nsig

naliz

edIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 53

.9%

ICU

Lev

el o

f Ser

vice

AAn

alys

is P

erio

d (m

in) 1

5

HC

M 6

th T

WS

C39

011

Col

gate

Div

inity

TIS

9:

S G

oodm

an S

t &

Pin

etum

Dr/

Cam

pus

Driv

e20

19 E

xist

ing

Con

ditio

ns -

PM P

eak

Hou

r

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

6

Inte

rsec

tion

Int D

elay

, s/v

eh1.

5

Mov

emen

tEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

ol, v

eh/h

191

254

04

2551

67

332

119

Futu

re V

ol, v

eh/h

191

254

04

2551

67

332

119

Con

flict

ing

Peds

, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l St

opSt

opSt

opSt

opSt

opSt

opFr

eeFr

eeFr

eeFr

eeFr

eeFr

eeR

T C

hann

eliz

ed-

-N

one

--

Non

e-

-N

one

--

Non

eSt

orag

e Le

ngth

--

--

--

--

--

--

Veh

in M

edia

n St

orag

e, #

-0

--

0-

-0

--

0-

Gra

de, %

-0

--

0-

-0

--

0-

Peak

Hou

r Fac

tor

8080

8050

5050

9191

9195

9595

Hea

vy V

ehic

les,

%0

00

00

20

00

01

0M

vmt F

low

241

318

08

2756

78

333

820

Maj

or/M

inor

Min

or2

Min

or1

Maj

or1

Maj

or2

Con

flict

ing

Flow

All

983

983

348

995

989

571

358

00

575

00

S

tage

135

435

4-

625

625

--

--

--

-

Sta

ge 2

629

629

-37

036

4-

--

--

--

Crit

ical

Hdw

y7.

16.

56.

27.

16.

56.

224.

1-

-4.

1-

-C

ritic

al H

dwy

Stg

16.

15.

5-

6.1

5.5

--

--

--

-C

ritic

al H

dwy

Stg

26.

15.

5-

6.1

5.5

--

--

--

-Fo

llow

-up

Hdw

y3.

54

3.3

3.5

43.

318

2.2

--

2.2

--

Pot C

ap-1

Man

euve

r23

025

170

022

624

952

012

12-

-10

08-

-

Sta

ge 1

667

634

-47

648

0-

--

--

--

S

tage

247

447

8-

654

627

--

--

--

-Pl

atoo

n bl

ocke

d, %

--

--

Mov

Cap

-1 M

aneu

ver

220

242

700

209

240

520

1212

--

1008

--

Mov

Cap

-2 M

aneu

ver

220

242

-20

924

0-

--

--

--

S

tage

164

563

1-

460

464

--

--

--

-

Sta

ge 2

451

462

-62

162

4-

--

--

--

Appr

oach

EBW

BN

BSB

HC

M C

ontro

l Del

ay, s

1717

.80.

40.

1H

CM

LO

SC

C M

inor

Lan

e/M

ajor

Mvm

tN

BLN

BTN

BREB

Ln1W

BLn1

SBL

SBT

SBR

Cap

acity

(veh

/h)

1212

--

357

298

1008

--

HC

M L

ane

V/C

Rat

io0.

023

--

0.15

80.

054

0.00

3-

-H

CM

Con

trol D

elay

(s)

80

-17

17.8

8.6

0-

HC

M L

ane

LOS

AA

-C

CA

A-

HC

M 9

5th

%til

e Q

(veh

)0.

1-

-0.

60.

20

--

A5

Level of Service Calculations: Background Conditions

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

3:

Elm

woo

d A

ve &

S G

oodm

an S

t 20

22 B

ackg

roun

d C

ondi

tions

- AM

Pea

k H

our

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

1

Lane

Gro

upEB

LEB

TW

BTW

BRSB

LSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

165

451

957

217

394

Futu

re V

olum

e (v

ph)

165

451

957

217

394

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

00St

orag

e Le

ngth

(ft)

200

00

100

Stor

age

Lane

s1

01

1Ta

per L

engt

h (ft

)25

25La

ne U

til. F

acto

r1.

000.

950.

950.

951.

001.

00Fr

t0.

997

0.85

0Fl

t Pro

tect

ed0.

950

0.95

0Sa

td. F

low

(pro

t)18

0536

1035

260

1805

1599

Flt P

erm

itted

0.95

00.

950

Satd

. Flo

w (p

erm

)18

0536

1035

260

1805

1599

Link

Spe

ed (m

ph)

3030

30Li

nk D

ista

nce

(ft)

799

1144

2017

Trav

el T

ime

(s)

18.2

26.0

45.8

Peak

Hou

r Fac

tor

0.85

0.85

0.92

0.92

0.89

0.92

Hea

vy V

ehic

les

(%)

0%0%

2%5%

0%1%

Adj.

Flow

(vph

)19

453

110

4023

842

8Sh

ared

Lan

e Tr

affic

(%)

Lane

Gro

up F

low

(vph

)19

453

110

630

842

8En

ter B

lock

ed In

ters

ectio

nN

oN

oN

oN

oN

oN

oLa

ne A

lignm

ent

Left

Left

Left

Rig

htLe

ftR

ight

Med

ian

Wid

th(ft

)12

1212

Link

Offs

et(ft

)0

00

Cro

ssw

alk

Wid

th(ft

)16

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

9Si

gn C

ontro

lFr

eeFr

eeSt

op

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ontro

l Typ

e: U

nsig

naliz

edIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 58

.2%

ICU

Lev

el o

f Ser

vice

BAn

alys

is P

erio

d (m

in) 1

5

HC

M 6

th T

WS

C39

011

Col

gate

Div

inity

TIS

3:

Elm

woo

d A

ve &

S G

oodm

an S

t 20

22 B

ackg

roun

d C

ondi

tions

- AM

Pea

k H

our

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

2

Inte

rsec

tion

Int D

elay

, s/v

eh9.

7

Mov

emen

tEB

LEB

TW

BTW

BRSB

LSB

RLa

ne C

onfig

urat

ions

Traf

fic V

ol, v

eh/h

165

451

957

217

394

Futu

re V

ol, v

eh/h

165

451

957

217

394

Con

flict

ing

Peds

, #/h

r0

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeSt

opSt

opR

T C

hann

eliz

ed-

Non

e-

Non

e-

Non

eSt

orag

e Le

ngth

200

--

-0

100

Veh

in M

edia

n St

orag

e, #

-0

0-

0-

Gra

de, %

-0

0-

0-

Peak

Hou

r Fac

tor

8585

9292

8992

Hea

vy V

ehic

les,

%0

02

50

1M

vmt F

low

194

531

1040

238

428

Maj

or/M

inor

Maj

or1

Maj

or2

Min

or2

Con

flict

ing

Flow

All

1063

0-

017

0653

2

Sta

ge 1

--

--

1052

-

Sta

ge 2

--

--

654

-C

ritic

al H

dwy

4.1

--

-6.

86.

92C

ritic

al H

dwy

Stg

1-

--

-5.

8-

Crit

ical

Hdw

y St

g 2

--

--

5.8

-Fo

llow

-up

Hdw

y2.

2-

--

3.5

3.31

Pot C

ap-1

Man

euve

r66

3-

--

8449

5

Sta

ge 1

--

--

302

-

Sta

ge 2

--

--

485

-Pl

atoo

n bl

ocke

d, %

--

-M

ov C

ap-1

Man

euve

r66

3-

--

5949

5M

ov C

ap-2

Man

euve

r-

--

-59

-

Sta

ge 1

--

--

214

-

Sta

ge 2

--

--

485

- Ap

proa

chEB

WB

SBH

CM

Con

trol D

elay

, s3.

40

43.8

HC

M L

OS

E M

inor

Lan

e/M

ajor

Mvm

tEB

LEB

TW

BTW

BRSB

Ln1

SBLn

2C

apac

ity (v

eh/h

)66

3-

--

5949

5H

CM

Lan

e V/

C R

atio

0.29

3-

--

0.13

30.

865

HC

M C

ontro

l Del

ay (s

)12

.7-

--

75.2

43.2

HC

M L

ane

LOS

B-

--

FE

HC

M 9

5th

%til

e Q

(veh

)1.

2-

--

0.4

9.2

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

4:

S G

oodm

an S

t &

Hig

hlan

d A

ve20

22 B

ackg

roun

d C

ondi

tions

- AM

Pea

k H

our

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

3

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

4076

122

263

668

186

730

389

188

Futu

re V

olum

e (v

ph)

4076

122

263

668

186

730

389

188

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

00St

orag

e Le

ngth

(ft)

750

750

750

750

Stor

age

Lane

s0

00

00

00

0Ta

per L

engt

h (ft

)25

2525

25La

ne U

til. F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Fr

t0.

999

0.97

50.

996

0.95

8Fl

t Pro

tect

ed0.

983

0.99

70.

998

0.99

8Sa

td. F

low

(pro

t)0

1866

00

1847

00

1889

00

1817

0Fl

t Per

mitt

ed0.

784

0.97

70.

971

0.97

7Sa

td. F

low

(per

m)

014

880

018

100

018

380

017

780

Rig

ht T

urn

on R

edYe

sYe

sYe

sYe

sSa

td. F

low

(RTO

R)

121

341

Link

Spe

ed (m

ph)

3030

3030

Link

Dis

tanc

e (ft

)12

9068

120

1775

8Tr

avel

Tim

e (s

)29

.315

.545

.817

.2Pe

ak H

our F

acto

r0.

840.

840.

840.

790.

790.

790.

830.

830.

830.

820.

820.

82H

eavy

Veh

icle

s (%

)0%

0%0%

0%0%

0%0%

0%0%

0%0%

0%Ad

j. Fl

ow (v

ph)

4890

128

333

8410

224

837

474

229

Shar

ed L

ane

Traf

fic (%

)La

ne G

roup

Flo

w (v

ph)

013

90

044

50

024

20

074

00

Ente

r Blo

cked

Inte

rsec

tion

No

No

No

No

No

No

No

No

No

No

No

No

Lane

Alig

nmen

tLe

ftLe

ftR

ight

Left

Left

Rig

htLe

ftLe

ftR

ight

Left

Left

Rig

htM

edia

n W

idth

(ft)

00

00

Link

Offs

et(ft

)0

00

0C

ross

wal

k W

idth

(ft)

1616

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

915

915

9N

umbe

r of D

etec

tors

1

21

21

21

2D

etec

tor T

empl

ate

Left

Thru

Left

Thru

Left

Thru

Left

Thru

Lead

ing

Det

ecto

r (ft)

2010

020

100

2010

020

100

Trai

ling

Det

ecto

r (ft)

00

00

00

00

Det

ecto

r 1 P

ositi

on(ft

)0

00

00

00

0D

etec

tor 1

Siz

e(ft)

206

206

206

206

Det

ecto

r 1 T

ype

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Det

ecto

r 1 C

hann

elD

etec

tor 1

Ext

end

(s)

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Det

ecto

r 1 Q

ueue

(s)

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Det

ecto

r 1 D

elay

(s)

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Det

ecto

r 2 P

ositi

on(ft

)94

9494

94D

etec

tor 2

Siz

e(ft)

66

66

Det

ecto

r 2 T

ype

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Det

ecto

r 2 C

hann

elD

etec

tor 2

Ext

end

(s)

0.0

0.0

0.0

0.0

Turn

Typ

ePe

rmN

APe

rmN

APe

rmN

APe

rmN

APr

otec

ted

Phas

es4

82

6

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

4:

S G

oodm

an S

t &

Hig

hlan

d A

ve20

22 B

ackg

roun

d C

ondi

tions

- AM

Pea

k H

our

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

4

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RPe

rmitt

ed P

hase

s4

82

6D

etec

tor P

hase

44

88

22

66

Switc

h Ph

ase

Min

imum

Initi

al (s

)5.

05.

05.

05.

05.

05.

05.

05.

0M

inim

um S

plit

(s)

22.5

22.5

22.5

22.5

22.5

22.5

22.5

22.5

Tota

l Spl

it (s

)35

.035

.035

.035

.035

.035

.035

.035

.0To

tal S

plit

(%)

50.0

%50

.0%

50.0

%50

.0%

50.0

%50

.0%

50.0

%50

.0%

Max

imum

Gre

en (s

)30

.530

.530

.530

.530

.530

.530

.530

.5Ye

llow

Tim

e (s

)3.

53.

53.

53.

53.

53.

53.

53.

5Al

l-Red

Tim

e (s

)1.

01.

01.

01.

01.

01.

01.

01.

0Lo

st T

ime

Adju

st (s

)0.

00.

00.

00.

0To

tal L

ost T

ime

(s)

4.5

4.5

4.5

4.5

Lead

/Lag

Lead

-Lag

Opt

imiz

e?Ve

hicl

e Ex

tens

ion

(s)

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

Rec

all M

ode

Non

eN

one

Non

eN

one

Non

eN

one

Non

eN

one

Wal

k Ti

me

(s)

7.0

7.0

7.0

7.0

7.0

7.0

7.0

7.0

Flas

h D

ont W

alk

(s)

11.0

11.0

11.0

11.0

11.0

11.0

11.0

11.0

Pede

stria

n C

alls

(#/h

r)0

00

00

00

0Ac

t Effc

t Gre

en (s

)19

.019

.027

.827

.8Ac

tuat

ed g

/C R

atio

0.34

0.34

0.50

0.50

v/c

Rat

io0.

280.

710.

270.

82C

ontro

l Del

ay15

.322

.510

.423

.0Q

ueue

Del

ay0.

00.

00.

00.

0To

tal D

elay

15.3

22.5

10.4

23.0

LOS

BC

BC

Appr

oach

Del

ay15

.322

.510

.423

.0Ap

proa

ch L

OS

BC

BC

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ycle

Len

gth:

70

Actu

ated

Cyc

le L

engt

h: 5

6.1

Nat

ural

Cyc

le: 5

5C

ontro

l Typ

e: A

ctua

ted-

Unc

oord

inat

edM

axim

um v

/c R

atio

: 0.8

2In

ters

ectio

n Si

gnal

Del

ay: 2

0.3

Inte

rsec

tion

LOS:

CIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 71

.0%

ICU

Lev

el o

f Ser

vice

CAn

alys

is P

erio

d (m

in) 1

5

Split

s an

d Ph

ases

:

4: S

Goo

dman

St

& H

ighl

and

Ave

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

9:

S G

oodm

an S

t &

Pin

etum

Dr/

Cam

pus

Driv

e20

22 B

ackg

roun

d C

ondi

tions

- AM

Pea

k H

our

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

5

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

61

104

01

628

21

259

313

Futu

re V

olum

e (v

ph)

61

104

01

628

21

259

313

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

00La

ne U

til. F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Fr

t0.

918

0.97

70.

997

Flt P

rote

cted

0.98

30.

960

0.99

9Sa

td. F

low

(pro

t)0

1715

00

1475

00

1844

00

1876

0Fl

t Per

mitt

ed0.

983

0.96

00.

999

Satd

. Flo

w (p

erm

)0

1715

00

1475

00

1844

00

1876

0Li

nk S

peed

(mph

)30

3030

30Li

nk D

ista

nce

(ft)

392

349

758

552

Trav

el T

ime

(s)

8.9

7.9

17.2

12.5

Peak

Hou

r Fac

tor

0.71

0.71

0.71

0.42

0.42

0.42

0.87

0.87

0.87

0.82

0.82

0.82

Hea

vy V

ehic

les

(%)

0%0%

0%25

%0%

0%0%

3%0%

0%1%

0%Ad

j. Fl

ow (v

ph)

81

1410

02

732

41

272

316

Shar

ed L

ane

Traf

fic (%

)La

ne G

roup

Flo

w (v

ph)

023

00

120

033

20

074

10

Ente

r Blo

cked

Inte

rsec

tion

No

No

No

No

No

No

No

No

No

No

No

No

Lane

Alig

nmen

tLe

ftLe

ftR

ight

Left

Left

Rig

htLe

ftLe

ftR

ight

Left

Left

Rig

htM

edia

n W

idth

(ft)

00

00

Link

Offs

et(ft

)0

00

0C

ross

wal

k W

idth

(ft)

1616

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

915

915

9Si

gn C

ontro

lSt

opSt

opFr

eeFr

ee

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ontro

l Typ

e: U

nsig

naliz

edIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 43

.0%

ICU

Lev

el o

f Ser

vice

AAn

alys

is P

erio

d (m

in) 1

5

HC

M 6

th T

WS

C39

011

Col

gate

Div

inity

TIS

9:

S G

oodm

an S

t &

Pin

etum

Dr/

Cam

pus

Driv

e20

22 B

ackg

roun

d C

ondi

tions

- AM

Pea

k H

our

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

6

Inte

rsec

tion

Int D

elay

, s/v

eh0.

7

Mov

emen

tEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

ol, v

eh/h

61

104

01

628

21

259

313

Futu

re V

ol, v

eh/h

61

104

01

628

21

259

313

Con

flict

ing

Peds

, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l St

opSt

opSt

opSt

opSt

opSt

opFr

eeFr

eeFr

eeFr

eeFr

eeFr

eeR

T C

hann

eliz

ed-

-N

one

--

Non

e-

-N

one

--

Non

eSt

orag

e Le

ngth

--

--

--

--

--

--

Veh

in M

edia

n St

orag

e, #

-0

--

0-

-0

--

0-

Gra

de, %

-0

--

0-

-0

--

0-

Peak

Hou

r Fac

tor

7171

7142

4242

8787

8782

8282

Hea

vy V

ehic

les,

%0

00

250

00

30

01

0M

vmt F

low

81

1410

02

732

41

272

316

Maj

or/M

inor

Min

or2

Min

or1

Maj

or1

Maj

or2

Con

flict

ing

Flow

All

1075

1074

731

1082

1082

325

739

00

325

00

S

tage

173

573

5-

339

339

--

--

--

-

Sta

ge 2

340

339

-74

374

3-

--

--

--

Crit

ical

Hdw

y7.

16.

56.

27.

356.

56.

24.

1-

-4.

1-

-C

ritic

al H

dwy

Stg

16.

15.

5-

6.35

5.5

--

--

--

-C

ritic

al H

dwy

Stg

26.

15.

5-

6.35

5.5

--

--

--

-Fo

llow

-up

Hdw

y3.

54

3.3

3.72

54

3.3

2.2

--

2.2

--

Pot C

ap-1

Man

euve

r19

922

242

517

621

972

187

6-

-12

46-

-

Sta

ge 1

414

428

-63

064

3-

--

--

--

S

tage

267

964

3-

374

425

--

--

--

-Pl

atoo

n bl

ocke

d, %

--

--

Mov

Cap

-1 M

aneu

ver

196

219

425

168

216

721

876

--

1246

--

Mov

Cap

-2 M

aneu

ver

196

219

-16

821

6-

--

--

--

S

tage

141

042

7-

624

637

--

--

--

-

Sta

ge 2

670

637

-35

942

4-

--

--

--

Appr

oach

EBW

BN

BSB

HC

M C

ontro

l Del

ay, s

18.5

24.3

0.2

0H

CM

LO

SC

C M

inor

Lan

e/M

ajor

Mvm

tN

BLN

BTN

BREB

Ln1W

BLn1

SBL

SBT

SBR

Cap

acity

(veh

/h)

876

--

290

198

1246

--

HC

M L

ane

V/C

Rat

io0.

008

--

0.08

30.

060.

002

--

HC

M C

ontro

l Del

ay (s

)9.

10

-18

.524

.37.

90

-H

CM

Lan

e LO

SA

A-

CC

AA

-H

CM

95t

h %

tile

Q(v

eh)

0-

-0.

30.

20

--

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

3:

Elm

woo

d A

ve &

S G

oodm

an S

t 20

22 B

ackg

roun

d C

ondi

tions

- PM

Pea

k H

our

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

1

Lane

Gro

upEB

LEB

TW

BTW

BRSB

LSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

450

1145

662

3615

199

Futu

re V

olum

e (v

ph)

450

1145

662

3615

199

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

00St

orag

e Le

ngth

(ft)

200

00

100

Stor

age

Lane

s1

01

1Ta

per L

engt

h (ft

)25

25La

ne U

til. F

acto

r1.

000.

950.

950.

951.

001.

00Fr

t0.

992

0.85

0Fl

t Pro

tect

ed0.

950

0.95

0Sa

td. F

low

(pro

t)18

0535

7435

810

1805

1615

Flt P

erm

itted

0.95

00.

950

Satd

. Flo

w (p

erm

)18

0535

7435

810

1805

1615

Link

Spe

ed (m

ph)

3030

30Li

nk D

ista

nce

(ft)

799

1144

2017

Trav

el T

ime

(s)

18.2

26.0

45.8

Peak

Hou

r Fac

tor

0.91

0.91

0.86

0.86

0.88

0.88

Hea

vy V

ehic

les

(%)

0%1%

0%0%

0%0%

Adj.

Flow

(vph

)49

512

5877

042

1722

6Sh

ared

Lan

e Tr

affic

(%)

Lane

Gro

up F

low

(vph

)49

512

5881

20

1722

6En

ter B

lock

ed In

ters

ectio

nN

oN

oN

oN

oN

oN

oLa

ne A

lignm

ent

Left

Left

Left

Rig

htLe

ftR

ight

Med

ian

Wid

th(ft

)12

1212

Link

Offs

et(ft

)0

00

Cro

ssw

alk

Wid

th(ft

)16

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

9Si

gn C

ontro

lFr

eeFr

eeSt

op

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ontro

l Typ

e: U

nsig

naliz

edIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 57

.7%

ICU

Lev

el o

f Ser

vice

BAn

alys

is P

erio

d (m

in) 1

5

HC

M 6

th T

WS

C39

011

Col

gate

Div

inity

TIS

3:

Elm

woo

d A

ve &

S G

oodm

an S

t 20

22 B

ackg

roun

d C

ondi

tions

- PM

Pea

k H

our

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

2

Inte

rsec

tion

Int D

elay

, s/v

eh9.

7

Mov

emen

tEB

LEB

TW

BTW

BRSB

LSB

RLa

ne C

onfig

urat

ions

Traf

fic V

ol, v

eh/h

450

1145

662

3615

199

Futu

re V

ol, v

eh/h

450

1145

662

3615

199

Con

flict

ing

Peds

, #/h

r0

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeSt

opSt

opR

T C

hann

eliz

ed-

Non

e-

Non

e-

Non

eSt

orag

e Le

ngth

200

--

-0

100

Veh

in M

edia

n St

orag

e, #

-0

0-

0-

Gra

de, %

-0

0-

0-

Peak

Hou

r Fac

tor

9191

8686

8888

Hea

vy V

ehic

les,

%0

10

00

0M

vmt F

low

495

1258

770

4217

226

Maj

or/M

inor

Maj

or1

Maj

or2

Min

or2

Con

flict

ing

Flow

All

812

0-

024

1040

6

Sta

ge 1

--

--

791

-

Sta

ge 2

--

--

1619

-C

ritic

al H

dwy

4.1

--

-6.

86.

9C

ritic

al H

dwy

Stg

1-

--

-5.

8-

Crit

ical

Hdw

y St

g 2

--

--

5.8

-Fo

llow

-up

Hdw

y2.

2-

--

3.5

3.3

Pot C

ap-1

Man

euve

r82

3-

--

2860

0

Sta

ge 1

--

--

412

-

Sta

ge 2

--

--

150

-Pl

atoo

n bl

ocke

d, %

--

-M

ov C

ap-1

Man

euve

r82

3-

--

~ 11

600

Mov

Cap

-2 M

aneu

ver

--

--

~ 11

-

Sta

ge 1

--

--

164

-

Sta

ge 2

--

--

150

- Ap

proa

chEB

WB

SBH

CM

Con

trol D

elay

, s4.

40

80.1

HC

M L

OS

F M

inor

Lan

e/M

ajor

Mvm

tEB

LEB

TW

BTW

BRSB

Ln1

SBLn

2C

apac

ity (v

eh/h

)82

3-

--

1160

0H

CM

Lan

e V/

C R

atio

0.60

1-

--

1.55

0.37

7H

CM

Con

trol D

elay

(s)

15.7

--

-$ 9

49.4

14.6

HC

M L

ane

LOS

C-

--

FB

HC

M 9

5th

%til

e Q

(veh

)4.

1-

--

2.9

1.7

Not

es~:

Vol

ume

exce

eds

capa

city

$: D

elay

exc

eeds

300

s

+: C

ompu

tatio

n N

ot D

efin

ed

*:

All m

ajor

vol

ume

in p

lato

on

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

4:

S G

oodm

an S

t &

Hig

hlan

d A

ve20

22 B

ackg

roun

d C

ondi

tions

- PM

Pea

k H

our

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

3

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

8923

46

1310

956

1244

150

8820

383

Futu

re V

olum

e (v

ph)

8923

46

1310

956

1244

150

8820

383

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

00La

ne U

til. F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Fr

t0.

997

0.95

70.

987

0.97

0Fl

t Pro

tect

ed0.

987

0.99

60.

999

0.98

8Sa

td. F

low

(pro

t)0

1870

00

1811

00

1873

00

1821

0Fl

t Per

mitt

ed0.

859

0.96

40.

989

0.79

2Sa

td. F

low

(per

m)

016

270

017

530

018

550

014

600

Rig

ht T

urn

on R

edYe

sYe

sYe

sYe

sSa

td. F

low

(RTO

R)

242

1026

Link

Spe

ed (m

ph)

3030

3030

Link

Dis

tanc

e (ft

)12

9068

120

1775

8Tr

avel

Tim

e (s

)29

.315

.545

.817

.2Pe

ak H

our F

acto

r0.

880.

880.

880.

840.

840.

840.

890.

890.

890.

960.

960.

96H

eavy

Veh

icle

s (%

)0%

0%0%

0%0%

0%0%

0%0%

0%0%

0%Ad

j. Fl

ow (v

ph)

101

266

715

130

6713

496

5692

211

86Sh

ared

Lan

e Tr

affic

(%)

Lane

Gro

up F

low

(vph

)0

374

00

212

00

565

00

389

0En

ter B

lock

ed In

ters

ectio

nN

oN

oN

oN

oN

oN

oN

oN

oN

oN

oN

oN

oLa

ne A

lignm

ent

Left

Left

Rig

htLe

ftLe

ftR

ight

Left

Left

Rig

htLe

ftLe

ftR

ight

Med

ian

Wid

th(ft

)0

00

0Li

nk O

ffset

(ft)

00

00

Cro

ssw

alk

Wid

th(ft

)16

1616

16Tw

o w

ay L

eft T

urn

Lane

Hea

dway

Fac

tor

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

Turn

ing

Spee

d (m

ph)

159

159

159

159

Num

ber o

f Det

ecto

rs

12

12

12

12

Det

ecto

r Tem

plat

e Le

ftTh

ruLe

ftTh

ruLe

ftTh

ruLe

ftTh

ruLe

adin

g D

etec

tor (

ft)20

100

2010

020

100

2010

0Tr

ailin

g D

etec

tor (

ft)0

00

00

00

0D

etec

tor 1

Pos

ition

(ft)

00

00

00

00

Det

ecto

r 1 S

ize(

ft)20

620

620

620

6D

etec

tor 1

Typ

eC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExD

etec

tor 1

Cha

nnel

Det

ecto

r 1 E

xten

d (s

)0.

00.

00.

00.

00.

00.

00.

00.

0D

etec

tor 1

Que

ue (s

)0.

00.

00.

00.

00.

00.

00.

00.

0D

etec

tor 1

Del

ay (s

)0.

00.

00.

00.

00.

00.

00.

00.

0D

etec

tor 2

Pos

ition

(ft)

9494

9494

Det

ecto

r 2 S

ize(

ft)6

66

6D

etec

tor 2

Typ

eC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExD

etec

tor 2

Cha

nnel

Det

ecto

r 2 E

xten

d (s

)0.

00.

00.

00.

0Tu

rn T

ype

Perm

NA

Perm

NA

Perm

NA

Perm

NA

Prot

ecte

d Ph

ases

48

26

Perm

itted

Pha

ses

48

26

Det

ecto

r Pha

se4

48

82

26

6Sw

itch

Phas

e

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

4:

S G

oodm

an S

t &

Hig

hlan

d A

ve20

22 B

ackg

roun

d C

ondi

tions

- PM

Pea

k H

our

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

4

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RM

inim

um In

itial

(s)

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

Min

imum

Spl

it (s

)22

.522

.522

.522

.522

.522

.522

.522

.5To

tal S

plit

(s)

35.0

35.0

35.0

35.0

35.0

35.0

35.0

35.0

Tota

l Spl

it (%

)50

.0%

50.0

%50

.0%

50.0

%50

.0%

50.0

%50

.0%

50.0

%M

axim

um G

reen

(s)

30.5

30.5

30.5

30.5

30.5

30.5

30.5

30.5

Yello

w T

ime

(s)

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

All-R

ed T

ime

(s)

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Lost

Tim

e Ad

just

(s)

0.0

0.0

0.0

0.0

Tota

l Los

t Tim

e (s

)4.

54.

54.

54.

5Le

ad/L

agLe

ad-L

ag O

ptim

ize?

Vehi

cle

Exte

nsio

n (s

)3.

03.

03.

03.

03.

03.

03.

03.

0R

ecal

l Mod

eN

one

Non

eN

one

Non

eN

one

Non

eN

one

Non

eW

alk

Tim

e (s

)7.

07.

07.

07.

07.

07.

07.

07.

0Fl

ash

Don

t Wal

k (s

)11

.011

.011

.011

.011

.011

.011

.011

.0Pe

dest

rian

Cal

ls (#

/hr)

00

00

00

00

Act E

ffct G

reen

(s)

17.0

17.0

19.7

19.7

Actu

ated

g/C

Rat

io0.

370.

370.

420.

42v/

c R

atio

0.63

0.32

0.71

0.61

Con

trol D

elay

18.4

10.8

17.5

15.4

Que

ue D

elay

0.0

0.0

0.0

0.0

Tota

l Del

ay18

.410

.817

.515

.4LO

SB

BB

BAp

proa

ch D

elay

18.4

10.8

17.5

15.4

Appr

oach

LO

SB

BB

B

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ycle

Len

gth:

70

Actu

ated

Cyc

le L

engt

h: 4

6.5

Nat

ural

Cyc

le: 5

5C

ontro

l Typ

e: A

ctua

ted-

Unc

oord

inat

edM

axim

um v

/c R

atio

: 0.7

1In

ters

ectio

n Si

gnal

Del

ay: 1

6.3

Inte

rsec

tion

LOS:

BIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 90

.0%

ICU

Lev

el o

f Ser

vice

EAn

alys

is P

erio

d (m

in) 1

5

Split

s an

d Ph

ases

:

4: S

Goo

dman

St

& H

ighl

and

Ave

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

9:

S G

oodm

an S

t &

Pin

etum

Dr/

Cam

pus

Driv

e20

22 B

ackg

roun

d C

ondi

tions

- PM

Pea

k H

our

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

5

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

201

264

04

2655

37

335

020

Futu

re V

olum

e (v

ph)

201

264

04

2655

37

335

020

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

00La

ne U

til. F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Fr

t0.

924

0.93

20.

998

0.99

3Fl

t Pro

tect

ed0.

979

0.97

60.

998

Satd

. Flo

w (p

rot)

017

190

017

110

018

920

018

690

Flt P

erm

itted

0.97

90.

976

0.99

8Sa

td. F

low

(per

m)

017

190

017

110

018

920

018

690

Link

Spe

ed (m

ph)

3030

3030

Link

Dis

tanc

e (ft

)39

234

975

855

2Tr

avel

Tim

e (s

)8.

97.

917

.212

.5Pe

ak H

our F

acto

r0.

800.

800.

800.

500.

500.

500.

910.

910.

910.

950.

950.

95H

eavy

Veh

icle

s (%

)0%

0%0%

0%0%

2%0%

0%0%

0%1%

0%Ad

j. Fl

ow (v

ph)

251

338

08

2960

88

336

821

Shar

ed L

ane

Traf

fic (%

)La

ne G

roup

Flo

w (v

ph)

059

00

160

064

50

039

20

Ente

r Blo

cked

Inte

rsec

tion

No

No

No

No

No

No

No

No

No

No

No

No

Lane

Alig

nmen

tLe

ftLe

ftR

ight

Left

Left

Rig

htLe

ftLe

ftR

ight

Left

Left

Rig

htM

edia

n W

idth

(ft)

00

00

Link

Offs

et(ft

)0

00

0C

ross

wal

k W

idth

(ft)

1616

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

915

915

9Si

gn C

ontro

lSt

opSt

opFr

eeFr

ee

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ontro

l Typ

e: U

nsig

naliz

edIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 56

.7%

ICU

Lev

el o

f Ser

vice

BAn

alys

is P

erio

d (m

in) 1

5

HC

M 6

th T

WS

C39

011

Col

gate

Div

inity

TIS

9:

S G

oodm

an S

t &

Pin

etum

Dr/

Cam

pus

Driv

e20

22 B

ackg

roun

d C

ondi

tions

- PM

Pea

k H

our

05/0

9/20

19Sy

nchr

o 10

Rep

ort

Page

6

Inte

rsec

tion

Int D

elay

, s/v

eh1.

5

Mov

emen

tEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

ol, v

eh/h

201

264

04

2655

37

335

020

Futu

re V

ol, v

eh/h

201

264

04

2655

37

335

020

Con

flict

ing

Peds

, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l St

opSt

opSt

opSt

opSt

opSt

opFr

eeFr

eeFr

eeFr

eeFr

eeFr

eeR

T C

hann

eliz

ed-

-N

one

--

Non

e-

-N

one

--

Non

eSt

orag

e Le

ngth

--

--

--

--

--

--

Veh

in M

edia

n St

orag

e, #

-0

--

0-

-0

--

0-

Gra

de, %

-0

--

0-

-0

--

0-

Peak

Hou

r Fac

tor

8080

8050

5050

9191

9195

9595

Hea

vy V

ehic

les,

%0

00

00

20

00

01

0M

vmt F

low

251

338

08

2960

88

336

821

Maj

or/M

inor

Min

or2

Min

or1

Maj

or1

Maj

or2

Con

flict

ing

Flow

All

1059

1059

379

1072

1065

612

389

00

616

00

S

tage

138

538

5-

670

670

--

--

--

-

Sta

ge 2

674

674

-40

239

5-

--

--

--

Crit

ical

Hdw

y7.

16.

56.

27.

16.

56.

224.

1-

-4.

1-

-C

ritic

al H

dwy

Stg

16.

15.

5-

6.1

5.5

--

--

--

-C

ritic

al H

dwy

Stg

26.

15.

5-

6.1

5.5

--

--

--

-Fo

llow

-up

Hdw

y3.

54

3.3

3.5

43.

318

2.2

--

2.2

--

Pot C

ap-1

Man

euve

r20

422

667

220

022

449

311

81-

-97

4-

-

Sta

ge 1

642

614

-45

045

9-

--

--

--

S

tage

244

845

7-

629

608

--

--

--

-Pl

atoo

n bl

ocke

d, %

--

--

Mov

Cap

-1 M

aneu

ver

194

217

672

184

215

493

1181

--

974

--

Mov

Cap

-2 M

aneu

ver

194

217

-18

421

5-

--

--

--

S

tage

161

861

2-

433

442

--

--

--

-

Sta

ge 2

424

440

-59

560

6-

--

--

--

Appr

oach

EBW

BN

BSB

HC

M C

ontro

l Del

ay, s

18.7

19.3

0.4

0.1

HC

M L

OS

CC

Min

or L

ane/

Maj

or M

vmt

NBL

NBT

NBR

EBLn

1WBL

n1SB

LSB

TSB

RC

apac

ity (v

eh/h

)11

81-

-32

126

897

4-

-H

CM

Lan

e V/

C R

atio

0.02

4-

-0.

183

0.06

0.00

3-

-H

CM

Con

trol D

elay

(s)

8.1

0-

18.7

19.3

8.7

0-

HC

M L

ane

LOS

AA

-C

CA

A-

HC

M 9

5th

%til

e Q

(veh

)0.

1-

-0.

70.

20

--

A6

Level of Service Calculations: Full Development Conditions

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

3:

Elm

woo

d A

ve &

S G

oodm

an S

t Fu

ll Bu

ild -

AM P

eak

Hou

r

05/1

3/20

19Sy

nchr

o 10

Rep

ort

Page

1

Lane

Gro

upEB

LEB

TW

BTW

BRSB

LSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

180

408

923

6820

428

Futu

re V

olum

e (v

ph)

180

408

923

6820

428

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

00St

orag

e Le

ngth

(ft)

200

00

100

Stor

age

Lane

s1

01

1Ta

per L

engt

h (ft

)25

25La

ne U

til. F

acto

r1.

000.

950.

950.

951.

001.

00Fr

t0.

990

0.85

0Fl

t Pro

tect

ed0.

950

0.95

0Sa

td. F

low

(pro

t)18

0536

1034

970

1805

1599

Flt P

erm

itted

0.95

00.

950

Satd

. Flo

w (p

erm

)18

0536

1034

970

1805

1599

Link

Spe

ed (m

ph)

3030

30Li

nk D

ista

nce

(ft)

799

1144

2017

Trav

el T

ime

(s)

18.2

26.0

45.8

Peak

Hou

r Fac

tor

0.85

0.85

0.92

0.92

0.89

0.92

Hea

vy V

ehic

les

(%)

0%0%

2%5%

0%1%

Adj.

Flow

(vph

)21

248

010

0374

2246

5Sh

ared

Lan

e Tr

affic

(%)

Lane

Gro

up F

low

(vph

)21

248

010

770

2246

5En

ter B

lock

ed In

ters

ectio

nN

oN

oN

oN

oN

oN

oLa

ne A

lignm

ent

Left

Left

Left

Rig

htLe

ftR

ight

Med

ian

Wid

th(ft

)12

1212

Link

Offs

et(ft

)0

00

Cro

ssw

alk

Wid

th(ft

)16

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

9Si

gn C

ontro

lFr

eeFr

eeSt

op

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ontro

l Typ

e: U

nsig

naliz

edIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 60

.8%

ICU

Lev

el o

f Ser

vice

BAn

alys

is P

erio

d (m

in) 1

5

HC

M 6

th T

WS

C39

011

Col

gate

Div

inity

TIS

3:

Elm

woo

d A

ve &

S G

oodm

an S

t Fu

ll Bu

ild -

AM P

eak

Hou

r

05/1

3/20

19Sy

nchr

o 10

Rep

ort

Page

2

Inte

rsec

tion

Int D

elay

, s/v

eh14

.3

Mov

emen

tEB

LEB

TW

BTW

BRSB

LSB

RLa

ne C

onfig

urat

ions

Traf

fic V

ol, v

eh/h

180

408

923

6820

428

Futu

re V

ol, v

eh/h

180

408

923

6820

428

Con

flict

ing

Peds

, #/h

r0

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeSt

opSt

opR

T C

hann

eliz

ed-

Non

e-

Non

e-

Non

eSt

orag

e Le

ngth

200

--

-0

100

Veh

in M

edia

n St

orag

e, #

-0

0-

0-

Gra

de, %

-0

0-

0-

Peak

Hou

r Fac

tor

8585

9292

8992

Hea

vy V

ehic

les,

%0

02

50

1M

vmt F

low

212

480

1003

7422

465

Maj

or/M

inor

Maj

or1

Maj

or2

Min

or2

Con

flict

ing

Flow

All

1077

0-

017

0453

9

Sta

ge 1

--

--

1040

-

Sta

ge 2

--

--

664

-C

ritic

al H

dwy

4.1

--

-6.

86.

92C

ritic

al H

dwy

Stg

1-

--

-5.

8-

Crit

ical

Hdw

y St

g 2

--

--

5.8

-Fo

llow

-up

Hdw

y2.

2-

--

3.5

3.31

Pot C

ap-1

Man

euve

r65

5-

--

8448

9

Sta

ge 1

--

--

306

-

Sta

ge 2

--

--

479

-Pl

atoo

n bl

ocke

d, %

--

-M

ov C

ap-1

Man

euve

r65

5-

--

5748

9M

ov C

ap-2

Man

euve

r-

--

-57

-

Sta

ge 1

--

--

207

-

Sta

ge 2

--

--

479

- Ap

proa

chEB

WB

SBH

CM

Con

trol D

elay

, s4

060

.7H

CM

LO

SF

Min

or L

ane/

Maj

or M

vmt

EBL

EBT

WBT

WBR

SBLn

1SB

Ln2

Cap

acity

(veh

/h)

655

--

-57

489

HC

M L

ane

V/C

Rat

io0.

323

--

-0.

394

0.95

1H

CM

Con

trol D

elay

(s)

13.1

--

-10

4.4

58.6

HC

M L

ane

LOS

B-

--

FF

HC

M 9

5th

%til

e Q

(veh

)1.

4-

--

1.5

11.8

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

4:

S G

oodm

an S

t &

Hig

hlan

d A

veFu

ll Bu

ild -

AM P

eak

Hou

r

05/1

3/20

19Sy

nchr

o 10

Rep

ort

Page

3

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

4572

122

260

838

249

733

435

203

Futu

re V

olum

e (v

ph)

4572

122

260

838

249

733

435

203

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

00St

orag

e Le

ngth

(ft)

750

750

750

750

Stor

age

Lane

s0

00

00

00

0Ta

per L

engt

h (ft

)25

2525

25La

ne U

til. F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Fr

t0.

999

0.96

90.

997

0.95

9Fl

t Pro

tect

ed0.

981

0.99

70.

998

0.99

8Sa

td. F

low

(pro

t)0

1862

00

1836

00

1891

00

1818

0Fl

t Per

mitt

ed0.

718

0.97

80.

976

0.97

3Sa

td. F

low

(per

m)

013

630

018

010

018

490

017

730

Rig

ht T

urn

on R

edYe

sYe

sYe

sYe

sSa

td. F

low

(RTO

R)

127

240

Link

Spe

ed (m

ph)

3030

3030

Link

Dis

tanc

e (ft

)12

9068

120

1775

8Tr

avel

Tim

e (s

)29

.315

.545

.817

.2Pe

ak H

our F

acto

r0.

840.

840.

840.

790.

790.

790.

830.

830.

830.

820.

820.

82H

eavy

Veh

icle

s (%

)0%

0%0%

0%0%

0%0%

0%0%

0%0%

0%Ad

j. Fl

ow (v

ph)

5486

128

329

105

1030

08

4053

024

8Sh

ared

Lan

e Tr

affic

(%)

Lane

Gro

up F

low

(vph

)0

141

00

462

00

318

00

818

0En

ter B

lock

ed In

ters

ectio

nN

oN

oN

oN

oN

oN

oN

oN

oN

oN

oN

oN

oLa

ne A

lignm

ent

Left

Left

Rig

htLe

ftLe

ftR

ight

Left

Left

Rig

htLe

ftLe

ftR

ight

Med

ian

Wid

th(ft

)0

00

0Li

nk O

ffset

(ft)

00

00

Cro

ssw

alk

Wid

th(ft

)16

1616

16Tw

o w

ay L

eft T

urn

Lane

Hea

dway

Fac

tor

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

Turn

ing

Spee

d (m

ph)

159

159

159

159

Num

ber o

f Det

ecto

rs

12

12

12

12

Det

ecto

r Tem

plat

e Le

ftTh

ruLe

ftTh

ruLe

ftTh

ruLe

ftTh

ruLe

adin

g D

etec

tor (

ft)20

100

2010

020

100

2010

0Tr

ailin

g D

etec

tor (

ft)0

00

00

00

0D

etec

tor 1

Pos

ition

(ft)

00

00

00

00

Det

ecto

r 1 S

ize(

ft)20

620

620

620

6D

etec

tor 1

Typ

eC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExD

etec

tor 1

Cha

nnel

Det

ecto

r 1 E

xten

d (s

)0.

00.

00.

00.

00.

00.

00.

00.

0D

etec

tor 1

Que

ue (s

)0.

00.

00.

00.

00.

00.

00.

00.

0D

etec

tor 1

Del

ay (s

)0.

00.

00.

00.

00.

00.

00.

00.

0D

etec

tor 2

Pos

ition

(ft)

9494

9494

Det

ecto

r 2 S

ize(

ft)6

66

6D

etec

tor 2

Typ

eC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExD

etec

tor 2

Cha

nnel

Det

ecto

r 2 E

xten

d (s

)0.

00.

00.

00.

0Tu

rn T

ype

Perm

NA

Perm

NA

Perm

NA

Perm

NA

Prot

ecte

d Ph

ases

48

26

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

4:

S G

oodm

an S

t &

Hig

hlan

d A

veFu

ll Bu

ild -

AM P

eak

Hou

r

05/1

3/20

19Sy

nchr

o 10

Rep

ort

Page

4

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RPe

rmitt

ed P

hase

s4

82

6D

etec

tor P

hase

44

88

22

66

Switc

h Ph

ase

Min

imum

Initi

al (s

)5.

05.

05.

05.

05.

05.

05.

05.

0M

inim

um S

plit

(s)

22.5

22.5

22.5

22.5

22.5

22.5

22.5

22.5

Tota

l Spl

it (s

)35

.035

.035

.035

.035

.035

.035

.035

.0To

tal S

plit

(%)

50.0

%50

.0%

50.0

%50

.0%

50.0

%50

.0%

50.0

%50

.0%

Max

imum

Gre

en (s

)30

.530

.530

.530

.530

.530

.530

.530

.5Ye

llow

Tim

e (s

)3.

53.

53.

53.

53.

53.

53.

53.

5Al

l-Red

Tim

e (s

)1.

01.

01.

01.

01.

01.

01.

01.

0Lo

st T

ime

Adju

st (s

)0.

00.

00.

00.

0To

tal L

ost T

ime

(s)

4.5

4.5

4.5

4.5

Lead

/Lag

Lead

-Lag

Opt

imiz

e?Ve

hicl

e Ex

tens

ion

(s)

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

Rec

all M

ode

Non

eN

one

Non

eN

one

Non

eN

one

Non

eN

one

Wal

k Ti

me

(s)

7.0

7.0

7.0

7.0

7.0

7.0

7.0

7.0

Flas

h D

ont W

alk

(s)

11.0

11.0

11.0

11.0

11.0

11.0

11.0

11.0

Pede

stria

n C

alls

(#/h

r)0

00

00

00

0Ac

t Effc

t Gre

en (s

)19

.819

.830

.830

.8Ac

tuat

ed g

/C R

atio

0.33

0.33

0.52

0.52

v/c

Rat

io0.

310.

750.

330.

87C

ontro

l Del

ay16

.024

.711

.227

.9Q

ueue

Del

ay0.

00.

00.

00.

0To

tal D

elay

16.0

24.7

11.2

27.9

LOS

BC

BC

Appr

oach

Del

ay16

.024

.711

.227

.9Ap

proa

ch L

OS

BC

BC

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ycle

Len

gth:

70

Actu

ated

Cyc

le L

engt

h: 5

9.7

Nat

ural

Cyc

le: 6

0C

ontro

l Typ

e: A

ctua

ted-

Unc

oord

inat

edM

axim

um v

/c R

atio

: 0.8

7In

ters

ectio

n Si

gnal

Del

ay: 2

3.0

Inte

rsec

tion

LOS:

CIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 79

.0%

ICU

Lev

el o

f Ser

vice

DAn

alys

is P

erio

d (m

in) 1

5

Split

s an

d Ph

ases

:

4: S

Goo

dman

St

& H

ighl

and

Ave

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

9:

S G

oodm

an S

t &

Pin

etum

Dr/

Cam

pus

Driv

eFu

ll Bu

ild -

AM P

eak

Hou

r

05/1

3/20

19Sy

nchr

o 10

Rep

ort

Page

5

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

62

1071

19

626

997

2958

613

Futu

re V

olum

e (v

ph)

62

1071

19

626

997

2958

613

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

00La

ne U

til. F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Fr

t0.

924

0.98

50.

965

0.99

7Fl

t Pro

tect

ed0.

984

0.95

80.

999

0.99

8Sa

td. F

low

(pro

t)0

1728

00

1469

00

1793

00

1873

0Fl

t Per

mitt

ed0.

984

0.95

80.

999

0.99

8Sa

td. F

low

(per

m)

017

280

014

690

017

930

018

730

Link

Spe

ed (m

ph)

3030

3030

Link

Dis

tanc

e (ft

)39

234

975

855

2Tr

avel

Tim

e (s

)8.

97.

917

.212

.5Pe

ak H

our F

acto

r0.

710.

710.

710.

800.

800.

800.

870.

870.

870.

820.

820.

82H

eavy

Veh

icle

s (%

)0%

0%0%

25%

0%0%

0%3%

0%0%

1%0%

Adj.

Flow

(vph

)8

314

891

117

309

111

3571

516

Shar

ed L

ane

Traf

fic (%

)La

ne G

roup

Flo

w (v

ph)

025

00

101

00

427

00

766

0En

ter B

lock

ed In

ters

ectio

nN

oN

oN

oN

oN

oN

oN

oN

oN

oN

oN

oN

oLa

ne A

lignm

ent

Left

Left

Rig

htLe

ftLe

ftR

ight

Left

Left

Rig

htLe

ftLe

ftR

ight

Med

ian

Wid

th(ft

)0

00

0Li

nk O

ffset

(ft)

00

00

Cro

ssw

alk

Wid

th(ft

)16

1616

16Tw

o w

ay L

eft T

urn

Lane

Hea

dway

Fac

tor

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

Turn

ing

Spee

d (m

ph)

159

159

159

159

Sign

Con

trol

Stop

Stop

Free

Free

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ontro

l Typ

e: U

nsig

naliz

edIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 64

.8%

ICU

Lev

el o

f Ser

vice

CAn

alys

is P

erio

d (m

in) 1

5

HC

M 6

th T

WS

C39

011

Col

gate

Div

inity

TIS

9:

S G

oodm

an S

t &

Pin

etum

Dr/

Cam

pus

Driv

eFu

ll Bu

ild -

AM P

eak

Hou

r

05/1

3/20

19Sy

nchr

o 10

Rep

ort

Page

6

Inte

rsec

tion

Int D

elay

, s/v

eh5.

8

Mov

emen

tEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

ol, v

eh/h

62

1071

19

626

997

2958

613

Futu

re V

ol, v

eh/h

62

1071

19

626

997

2958

613

Con

flict

ing

Peds

, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l St

opSt

opSt

opSt

opSt

opSt

opFr

eeFr

eeFr

eeFr

eeFr

eeFr

eeR

T C

hann

eliz

ed-

-N

one

--

Non

e-

-N

one

--

Non

eSt

orag

e Le

ngth

--

--

--

--

--

--

Veh

in M

edia

n St

orag

e, #

-0

--

0-

-0

--

0-

Gra

de, %

-0

--

0-

-0

--

0-

Peak

Hou

r Fac

tor

7171

7180

8080

8787

8782

8282

Hea

vy V

ehic

les,

%0

00

250

00

30

01

0M

vmt F

low

83

1489

111

730

911

135

715

16 M

ajor

/Min

orM

inor

2M

inor

1M

ajor

1M

ajor

2C

onfli

ctin

g Fl

ow A

ll11

7812

2772

311

8111

8036

573

10

042

00

0

Sta

ge 1

793

793

-37

937

9-

--

--

--

S

tage

238

543

4-

802

801

--

--

--

-C

ritic

al H

dwy

7.1

6.5

6.2

7.35

6.5

6.2

4.1

--

4.1

--

Crit

ical

Hdw

y St

g 1

6.1

5.5

-6.

355.

5-

--

--

--

Crit

ical

Hdw

y St

g 2

6.1

5.5

-6.

355.

5-

--

--

--

Follo

w-u

p H

dwy

3.5

43.

33.

725

43.

32.

2-

-2.

2-

-Po

t Cap

-1 M

aneu

ver

169

180

430

150

192

685

883

--

1150

--

S

tage

138

540

3-

599

618

--

--

--

-

Sta

ge 2

642

585

-34

640

0-

--

--

--

Plat

oon

bloc

ked,

%-

--

-M

ov C

ap-1

Man

euve

r15

816

943

013

718

068

588

3-

-11

50-

-M

ov C

ap-2

Man

euve

r15

816

9-

137

180

--

--

--

-

Sta

ge 1

381

382

-59

261

1-

--

--

--

S

tage

262

357

9-

315

380

--

--

--

- Ap

proa

chEB

WB

NB

SBH

CM

Con

trol D

elay

, s21

.367

.40.

10.

4H

CM

LO

SC

F M

inor

Lan

e/M

ajor

Mvm

tN

BLN

BTN

BREB

Ln1W

BLn1

SBL

SBT

SBR

Cap

acity

(veh

/h)

883

--

246

151

1150

--

HC

M L

ane

V/C

Rat

io0.

008

--

0.10

30.

671

0.03

1-

-H

CM

Con

trol D

elay

(s)

9.1

0-

21.3

67.4

8.2

0-

HC

M L

ane

LOS

AA

-C

FA

A-

HC

M 9

5th

%til

e Q

(veh

)0

--

0.3

3.8

0.1

--

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

3:

Elm

woo

d A

ve &

S G

oodm

an S

t 20

22 F

ull B

uild

- PM

Pea

k H

our

05/1

3/20

19Sy

nchr

o 10

Rep

ort

Page

1

Lane

Gro

upEB

LEB

TW

BTW

BRSB

LSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

500

1093

618

6363

219

Futu

re V

olum

e (v

ph)

500

1093

618

6363

219

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

00St

orag

e Le

ngth

(ft)

200

00

100

Stor

age

Lane

s1

01

1Ta

per L

engt

h (ft

)25

25La

ne U

til. F

acto

r1.

000.

950.

950.

951.

001.

00Fr

t0.

986

0.85

0Fl

t Pro

tect

ed0.

950

0.95

0Sa

td. F

low

(pro

t)18

0535

7435

590

1805

1615

Flt P

erm

itted

0.95

00.

950

Satd

. Flo

w (p

erm

)18

0535

7435

590

1805

1615

Link

Spe

ed (m

ph)

3030

30Li

nk D

ista

nce

(ft)

799

1144

2017

Trav

el T

ime

(s)

18.2

26.0

45.8

Peak

Hou

r Fac

tor

0.91

0.91

0.86

0.86

0.88

0.88

Hea

vy V

ehic

les

(%)

0%1%

0%0%

0%0%

Adj.

Flow

(vph

)54

912

0171

973

7224

9Sh

ared

Lan

e Tr

affic

(%)

Lane

Gro

up F

low

(vph

)54

912

0179

20

7224

9En

ter B

lock

ed In

ters

ectio

nN

oN

oN

oN

oN

oN

oLa

ne A

lignm

ent

Left

Left

Left

Rig

htLe

ftR

ight

Med

ian

Wid

th(ft

)12

1212

Link

Offs

et(ft

)0

00

Cro

ssw

alk

Wid

th(ft

)16

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

9Si

gn C

ontro

lFr

eeFr

eeSt

op

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ontro

l Typ

e: U

nsig

naliz

edIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 60

.3%

ICU

Lev

el o

f Ser

vice

BAn

alys

is P

erio

d (m

in) 1

5

HC

M 6

th T

WS

C39

011

Col

gate

Div

inity

TIS

3:

Elm

woo

d A

ve &

S G

oodm

an S

t 20

22 F

ull B

uild

- PM

Pea

k H

our

05/1

3/20

19Sy

nchr

o 10

Rep

ort

Page

2

Inte

rsec

tion

Int D

elay

, s/v

eh10

3.1

Mov

emen

tEB

LEB

TW

BTW

BRSB

LSB

RLa

ne C

onfig

urat

ions

Traf

fic V

ol, v

eh/h

500

1093

618

6363

219

Futu

re V

ol, v

eh/h

500

1093

618

6363

219

Con

flict

ing

Peds

, #/h

r0

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeSt

opSt

opR

T C

hann

eliz

ed-

Non

e-

Non

e-

Non

eSt

orag

e Le

ngth

200

--

-0

100

Veh

in M

edia

n St

orag

e, #

-0

0-

0-

Gra

de, %

-0

0-

0-

Peak

Hou

r Fac

tor

9191

8686

8888

Hea

vy V

ehic

les,

%0

10

00

0M

vmt F

low

549

1201

719

7372

249

Maj

or/M

inor

Maj

or1

Maj

or2

Min

or2

Con

flict

ing

Flow

All

792

0-

024

5539

6

Sta

ge 1

--

--

756

-

Sta

ge 2

--

--

1699

-C

ritic

al H

dwy

4.1

--

-6.

86.

9C

ritic

al H

dwy

Stg

1-

--

-5.

8-

Crit

ical

Hdw

y St

g 2

--

--

5.8

-Fo

llow

-up

Hdw

y2.

2-

--

3.5

3.3

Pot C

ap-1

Man

euve

r83

8-

--

~ 26

609

S

tage

1-

--

-43

0-

S

tage

2-

--

-13

6-

Plat

oon

bloc

ked,

%-

--

Mov

Cap

-1 M

aneu

ver

838

--

-~

960

9M

ov C

ap-2

Man

euve

r-

--

-~

9-

S

tage

1-

--

-14

8-

S

tage

2-

--

-13

6-

Appr

oach

EBW

BSB

HC

M C

ontro

l Del

ay, s

5.4

0$

891.

7H

CM

LO

SF

Min

or L

ane/

Maj

or M

vmt

EBL

EBT

WBT

WBR

SBLn

1SB

Ln2

Cap

acity

(veh

/h)

838

--

-9

609

HC

M L

ane

V/C

Rat

io0.

656

--

-7.

955

0.40

9H

CM

Con

trol D

elay

(s)

17.1

--

-$ 39

39.6

14.9

HC

M L

ane

LOS

C-

--

FB

HC

M 9

5th

%til

e Q

(veh

)5

--

-10

.42

Not

es~:

Vol

ume

exce

eds

capa

city

$: D

elay

exc

eeds

300

s

+: C

ompu

tatio

n N

ot D

efin

ed

*:

All m

ajor

vol

ume

in p

lato

on

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

4:

S G

oodm

an S

t &

Hig

hlan

d A

ve20

22 F

ull B

uild

- PM

Pea

k H

our

05/1

3/20

19Sy

nchr

o 10

Rep

ort

Page

3

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

102

231

613

104

6512

518

5010

427

192

Futu

re V

olum

e (v

ph)

102

231

613

104

6512

518

5010

427

192

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

00La

ne U

til. F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Fr

t0.

998

0.95

20.

988

0.97

3Fl

t Pro

tect

ed0.

985

0.99

70.

999

0.98

9Sa

td. F

low

(pro

t)0

1868

00

1803

00

1875

00

1828

0Fl

t Per

mitt

ed0.

851

0.96

40.

989

0.76

1Sa

td. F

low

(per

m)

016

140

017

440

018

570

014

070

Rig

ht T

urn

on R

edYe

sYe

sYe

sYe

sSa

td. F

low

(RTO

R)

250

922

Link

Spe

ed (m

ph)

3030

3030

Link

Dis

tanc

e (ft

)12

9068

120

1775

8Tr

avel

Tim

e (s

)29

.315

.545

.817

.2Pe

ak H

our F

acto

r0.

880.

880.

880.

840.

840.

840.

890.

890.

890.

960.

960.

96H

eavy

Veh

icle

s (%

)0%

0%0%

0%0%

0%0%

0%0%

0%0%

0%Ad

j. Fl

ow (v

ph)

116

263

715

124

7713

582

5610

828

296

Shar

ed L

ane

Traf

fic (%

)La

ne G

roup

Flo

w (v

ph)

038

60

021

60

065

10

048

60

Ente

r Blo

cked

Inte

rsec

tion

No

No

No

No

No

No

No

No

No

No

No

No

Lane

Alig

nmen

tLe

ftLe

ftR

ight

Left

Left

Rig

htLe

ftLe

ftR

ight

Left

Left

Rig

htM

edia

n W

idth

(ft)

00

00

Link

Offs

et(ft

)0

00

0C

ross

wal

k W

idth

(ft)

1616

1616

Two

way

Lef

t Tur

n La

neH

eadw

ay F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Tu

rnin

g Sp

eed

(mph

)15

915

915

915

9N

umbe

r of D

etec

tors

1

21

21

21

2D

etec

tor T

empl

ate

Left

Thru

Left

Thru

Left

Thru

Left

Thru

Lead

ing

Det

ecto

r (ft)

2010

020

100

2010

020

100

Trai

ling

Det

ecto

r (ft)

00

00

00

00

Det

ecto

r 1 P

ositi

on(ft

)0

00

00

00

0D

etec

tor 1

Siz

e(ft)

206

206

206

206

Det

ecto

r 1 T

ype

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Det

ecto

r 1 C

hann

elD

etec

tor 1

Ext

end

(s)

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Det

ecto

r 1 Q

ueue

(s)

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Det

ecto

r 1 D

elay

(s)

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Det

ecto

r 2 P

ositi

on(ft

)94

9494

94D

etec

tor 2

Siz

e(ft)

66

66

Det

ecto

r 2 T

ype

Cl+

ExC

l+Ex

Cl+

ExC

l+Ex

Det

ecto

r 2 C

hann

elD

etec

tor 2

Ext

end

(s)

0.0

0.0

0.0

0.0

Turn

Typ

ePe

rmN

APe

rmN

APe

rmN

APe

rmN

APr

otec

ted

Phas

es4

82

6Pe

rmitt

ed P

hase

s4

82

6D

etec

tor P

hase

44

88

22

66

Switc

h Ph

ase

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

4:

S G

oodm

an S

t &

Hig

hlan

d A

ve20

22 F

ull B

uild

- PM

Pea

k H

our

05/1

3/20

19Sy

nchr

o 10

Rep

ort

Page

4

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RM

inim

um In

itial

(s)

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

Min

imum

Spl

it (s

)22

.522

.522

.522

.522

.522

.522

.522

.5To

tal S

plit

(s)

35.0

35.0

35.0

35.0

35.0

35.0

35.0

35.0

Tota

l Spl

it (%

)50

.0%

50.0

%50

.0%

50.0

%50

.0%

50.0

%50

.0%

50.0

%M

axim

um G

reen

(s)

30.5

30.5

30.5

30.5

30.5

30.5

30.5

30.5

Yello

w T

ime

(s)

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

All-R

ed T

ime

(s)

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Lost

Tim

e Ad

just

(s)

0.0

0.0

0.0

0.0

Tota

l Los

t Tim

e (s

)4.

54.

54.

54.

5Le

ad/L

agLe

ad-L

ag O

ptim

ize?

Vehi

cle

Exte

nsio

n (s

)3.

03.

03.

03.

03.

03.

03.

03.

0R

ecal

l Mod

eN

one

Non

eN

one

Non

eN

one

Non

eN

one

Non

eW

alk

Tim

e (s

)7.

07.

07.

07.

07.

07.

07.

07.

0Fl

ash

Don

t Wal

k (s

)11

.011

.011

.011

.011

.011

.011

.011

.0Pe

dest

rian

Cal

ls (#

/hr)

00

00

00

00

Act E

ffct G

reen

(s)

18.5

18.5

25.0

25.0

Actu

ated

g/C

Rat

io0.

350.

350.

470.

47v/

c R

atio

0.68

0.34

0.74

0.72

Con

trol D

elay

22.4

11.9

19.1

19.9

Que

ue D

elay

0.0

0.0

0.0

0.0

Tota

l Del

ay22

.411

.919

.119

.9LO

SC

BB

BAp

proa

ch D

elay

22.4

11.9

19.1

19.9

Appr

oach

LO

SC

BB

B

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ycle

Len

gth:

70

Actu

ated

Cyc

le L

engt

h: 5

3.1

Nat

ural

Cyc

le: 5

5C

ontro

l Typ

e: A

ctua

ted-

Unc

oord

inat

edM

axim

um v

/c R

atio

: 0.7

4In

ters

ectio

n Si

gnal

Del

ay: 1

9.1

Inte

rsec

tion

LOS:

BIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 99

.9%

ICU

Lev

el o

f Ser

vice

FAn

alys

is P

erio

d (m

in) 1

5

Split

s an

d Ph

ases

:

4: S

Goo

dman

St

& H

ighl

and

Ave

Lane

s, V

olum

es, T

imin

gs39

011

Col

gate

Div

inity

TIS

9:

S G

oodm

an S

t &

Pin

etum

Dr/

Cam

pus

Driv

e20

22 F

ull B

uild

- PM

Pea

k H

our

05/1

3/20

19Sy

nchr

o 10

Rep

ort

Page

5

Lane

Gro

upEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

olum

e (v

ph)

202

2610

71

2426

540

111

1533

620

Futu

re V

olum

e (v

ph)

202

2610

71

2426

540

111

1533

620

Idea

l Flo

w (v

phpl

)19

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

0019

00La

ne U

til. F

acto

r1.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

001.

00Fr

t0.

927

0.97

50.

978

0.99

3Fl

t Pro

tect

ed0.

980

0.96

10.

998

0.99

8Sa

td. F

low

(pro

t)0

1726

00

1774

00

1854

00

1866

0Fl

t Per

mitt

ed0.

980

0.96

10.

998

0.99

8Sa

td. F

low

(per

m)

017

260

017

740

018

540

018

660

Link

Spe

ed (m

ph)

3030

3030

Link

Dis

tanc

e (ft

)39

234

975

855

2Tr

avel

Tim

e (s

)8.

97.

917

.212

.5Pe

ak H

our F

acto

r0.

800.

800.

800.

800.

800.

800.

910.

910.

910.

950.

950.

95H

eavy

Veh

icle

s (%

)0%

0%0%

0%0%

2%0%

0%0%

0%1%

0%Ad

j. Fl

ow (v

ph)

253

3313

41

3029

593

122

1635

421

Shar

ed L

ane

Traf

fic (%

)La

ne G

roup

Flo

w (v

ph)

061

00

165

00

744

00

391

0En

ter B

lock

ed In

ters

ectio

nN

oN

oN

oN

oN

oN

oN

oN

oN

oN

oN

oN

oLa

ne A

lignm

ent

Left

Left

Rig

htLe

ftLe

ftR

ight

Left

Left

Rig

htLe

ftLe

ftR

ight

Med

ian

Wid

th(ft

)0

00

0Li

nk O

ffset

(ft)

00

00

Cro

ssw

alk

Wid

th(ft

)16

1616

16Tw

o w

ay L

eft T

urn

Lane

Hea

dway

Fac

tor

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

Turn

ing

Spee

d (m

ph)

159

159

159

159

Sign

Con

trol

Stop

Stop

Free

Free

Inte

rsec

tion

Sum

mar

yAr

ea T

ype:

Oth

erC

ontro

l Typ

e: U

nsig

naliz

edIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 65

.2%

ICU

Lev

el o

f Ser

vice

CAn

alys

is P

erio

d (m

in) 1

5

HC

M 6

th T

WS

C39

011

Col

gate

Div

inity

TIS

9:

S G

oodm

an S

t &

Pin

etum

Dr/

Cam

pus

Driv

e20

22 F

ull B

uild

- PM

Pea

k H

our

05/1

3/20

19Sy

nchr

o 10

Rep

ort

Page

6

Inte

rsec

tion

Int D

elay

, s/v

eh12

.2

Mov

emen

tEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Traf

fic V

ol, v

eh/h

202

2610

71

2426

540

111

1533

620

Futu

re V

ol, v

eh/h

202

2610

71

2426

540

111

1533

620

Con

flict

ing

Peds

, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l St

opSt

opSt

opSt

opSt

opSt

opFr

eeFr

eeFr

eeFr

eeFr

eeFr

eeR

T C

hann

eliz

ed-

-N

one

--

Non

e-

-N

one

--

Non

eSt

orag

e Le

ngth

--

--

--

--

--

--

Veh

in M

edia

n St

orag

e, #

-0

--

0-

-0

--

0-

Gra

de, %

-0

--

0-

-0

--

0-

Peak

Hou

r Fac

tor

8080

8080

8080

9191

9195

9595

Hea

vy V

ehic

les,

%0

00

00

20

00

01

0M

vmt F

low

253

3313

41

3029

593

122

1635

421

Maj

or/M

inor

Min

or2

Min

or1

Maj

or1

Maj

or2

Con

flict

ing

Flow

All

1125

1170

365

1127

1119

654

375

00

715

00

S

tage

139

739

7-

712

712

--

--

--

-

Sta

ge 2

728

773

-41

540

7-

--

--

--

Crit

ical

Hdw

y7.

16.

56.

27.

16.

56.

224.

1-

-4.

1-

-C

ritic

al H

dwy

Stg

16.

15.

5-

6.1

5.5

--

--

--

-C

ritic

al H

dwy

Stg

26.

15.

5-

6.1

5.5

--

--

--

-Fo

llow

-up

Hdw

y3.

54

3.3

3.5

43.

318

2.2

--

2.2

--

Pot C

ap-1

Man

euve

r18

419

568

518

320

946

711

95-

-89

5-

-

Sta

ge 1

633

607

-42

743

9-

--

--

--

S

tage

241

841

2-

619

601

--

--

--

-Pl

atoo

n bl

ocke

d, %

--

--

Mov

Cap

-1 M

aneu

ver

163

183

685

164

196

467

1195

--

895

--

Mov

Cap

-2 M

aneu

ver

163

183

-16

419

6-

--

--

--

S

tage

160

759

3-

409

421

--

--

--

-

Sta

ge 2

374

395

-57

458

7-

--

--

--

Appr

oach

EBW

BN

BSB

HC

M C

ontro

l Del

ay, s

21.3

90.4

0.3

0.4

HC

M L

OS

CF

Min

or L

ane/

Maj

or M

vmt

NBL

NBT

NBR

EBLn

1WBL

n1SB

LSB

TSB

RC

apac

ity (v

eh/h

)11

95-

-28

018

689

5-

-H

CM

Lan

e V/

C R

atio

0.02

4-

-0.

214

0.88

70.

018

--

HC

M C

ontro

l Del

ay (s

)8.

10

-21

.390

.49.

10

-H

CM

Lan

e LO

SA

A-

CF

AA

-H

CM

95t

h %

tile

Q(v

eh)

0.1

--

0.8

6.7

0.1

--

Documents

Colgate Divinity Re-Development