HomeMy WebLinkAbout06-26-17 Board of Public Works Meeting AgendaBBBBAAAACONTRACT LIMIT LINECONTRACT LIMIT LINECONTRACT LIMIT LINECONTRACT LIMIT LINEINTERIM WORK LIMIT LINEINTERIM WORK LIMIT LINEBMULTIFAMILYBUILDING AMULTIFAMILYBUILDING BMULTIFAMILYBUILDING CMULTIFAMILYBUILDING DTOWNHOUSES4.00'24.00'ALIGN WITHARCH CORNER12.00'5.00'15.50'5.00'5.00'8.00'8.00'8.50'30.00'30.00'5.00'+/-5.00'+/-8.00'8.00'12.25'9.75'9.75'8.50'4.75'4.75'14.25'
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25.00'12.00'6.00'R27.00'13.00'R2.00'R2.00'5.00'10.25'26.00'12.50'3.00'TYP3.00'TYP3.00'TYP3.00'TYPTRANSITION GRANITE TOCONCRETE CURB (TYP)RELOCATEDUTILITY POLE, SEEUTILITY DWGCONCRETE PAD - SEE NOTE 9ADA LIFT(SEE ARCH)B7L501ADA CURB RAMP - TYPE AGRANITE CURBBUS SHELTERGRANITE CURBASPHALT PATCH (TYP)BICYCLE RACKS (3)ADA CURB RAMP - TYPE BPRECAST CONCRETEROCK CURBBICYCLE RACKS (4)CONCRETE CURBADA CURB RAMP - TYPE AFLUSH CONCRETE CURB -ALIGNED WITH WALL FACESBOLLARD AT PARKING GARAGE,SPACE @ 6' O.C. (TYP OF 3)FLUSHCONCRETECURBTRANSITION GRANITE TOCONCRETE CURBASPHALT PATCHFLUSH CONCRETECURBBICYCLE RACKS (4)ASPHALT PATCHADA CURB RAMP - TYPE AGRANITE CURBGRANITE CURBADA CURB RAMP- TYPE AGRANITE CURBADA CURB RAMP- TYPE CASPHALT PATCHGRANITE CURBPRECAST CONCRETE ROCK CURBF5L501D5L501D7L502D3L501D5L501B7L501F3L501D3L501D9L501F5L501B7L501D5L501B7L501F5L501D5L501D5L501F5L501D5L501D1L501D7L501D7L501D7L501D3L501F5L501PLAYGROUNDGATEB8L502RESIDENTIALGATE (TYP)A7L503PLAYGROUNDEQUIPMENTTO BECOORDINATEDDURINGCONSTRUTIONTRANSITION HEAVY DUTYCONCRETE TO ASPHALTF9L501L503C5ADA DETECTABLEWARNING TILE (TYP OF 2)CURB STOP(TYP OF 20)BENCH - TYPE 3(12'-0" LENGTH)BENCH - TYPE 3(9'-0" LENGTH)BENCH - TYPE 3(13'-5" LENGTH)BENCH - TYPE 3(21'-9" LENGTH)BENCH TYPE 3,12'-0" LENGTHBENCH - TYPE 3(8'-0" LENGTH)L503D5L503C1D7L503INTEGRAL FLUSH CONCRETE CURBB3L501TRANSITION HEAVY DUTYCONCRETE TO ASPHALTF9L501CONCRETETRANSITION TOWOOD FIBER PLAYSURFACEB3L504ECO MESH SCREENWALL AT ENTRYF5L502D5L502BOLLARD (TYP OF 4)SEE NOTE 9TRANSFORMER (SEE ELECTRICAL)ASPHALT PATCH (TYP)ADA CURB RAMP - TYPE AGRANITE CURB5.00'5.00'2.50' TYP3.00'TYPALIGN BANDS TOCENTER OFCOLUMNS - TYP11.50'12.25'10.75'93°94°+/-6.00'ALIGNED WITHCOLUMN FACE1.00'1.00'1.00'7.00'85°1.00'4.25'4.75'BANDING ALIGNED WITHBUILDING FACE4.25'4.50'26.00'5.00'20.00'R12.00'R12.00'R2.00'+/-5.50'ALIGNED TOBOTTOM OFCURB RAMPS6'2.50'94°2.50'95°94°5.00'TYP7.50'85°4.75'
25.50'23.50'3.25'11.75'18.50'2.50' TYP5.25'23.25'35.50'3.50'9.25'85°86°9.00'21.25'5.25'28.25'1.00'TYP6.50'8.25'5.0'1.00'29.00'48.50'19.50'22.00'8.50'18.00'76.00'8.50'0.50'135°TYP.±77.40'3.00'11.00'R5.00'
TYP.68.00'8.50'R4.25'TYP.59.50'12.00'154°R5.00'R18.00'
22.00'
R5.00'17.30'140.00'CENTER WALK ON STAIRS, TYP.15.25'21.25'14.75'5.00'21.50'95°95°+/-7.50'28.25'3.00'2.50'R15.50'4.00'8.00'4.52'18.00'27.00'85°18.50'5.75'R5.00'6.95'2.50'4.00' TYP.4.00'
5.00'
5.00'
5.00'
5.00'PRECAST CONCRETE ROCK CURB3.25'86°85°1.75'1.35'4.50'ALIGN BAND WITHBUILDING WALL8.25'ADA DETECTABLE WARNING TILE3.25'10.98'29.73'4.50'4.50'4.50'ALIGN PADWITH BACKOF POSTTYP6.00'+/-22.00'2.00'+/12.00'6.00'PARALLELWITH WALK8.00'PLAYGROUND FENCE &CURB DIMENSIONS TO BEPROVIDED & COORDINATEDWITH PLAYGROUNDEQUIPMENT TO MEETAPPLICABLE PLAYGROUNDSAFETY REGULATIONSECOMESH SCREEN WALLF9L502ECOMESH SCREEN WALLF9L502ECOMESH SCREEN WALLF9L502ECOMESH SCREEN WALLF9L502ECOMESH SCREEN WALLF9L502GRANITEMOUNTABLE CURBTRANSITION TO GRANITE CURBB1L501TOWNHOME MAILBOXES - SEE SPECIFICATIONCONCRETE PAD MATCH WIDTH ENCLOSURE1.50'R5.00'TYP.00 20' 40'Scale: 1" = 20'1. GENERAL CONTRACTOR SHALL NOTIFY ALL UTILITY OWNERS HAVING UNDERGROUND UTILITIESON SITE PRIOR TO EXCAVATION. CONTRACTOR SHALL CONTACT UTILITY LOCATING COMPANYAND LOCATE ALL UTILITIES PRIOR TO ANY EXCAVATION.2. SEE CIVIL DRAWINGS FOR LAYOUT OF UNDERGROUND UTILITIES.3. SEE ELECTRICAL DRAWINGS FOR LAYOUT OF UNDERGROUND ELECTRICAL AND LIGHTING.4. ALL SIDEWALK RADII SHALL BE 5' UNLESS OTHERWISE NOTED.5. INSTALL EXPANSION JOINTS EVERY 30' IN CONCRETE AND IN AREAS WHERE CONCRETE ABUTSCURBS AND OTHER FIXED OBJECTS.6. VERIFY DIMENSIONS AND ACCEPT CONDITIONS BEFORE PROCEEDING WITH WORK. REPORTDISCREPANCIES TO LANDSCAPE ARCHITECT BEFORE PROCEEDING.7. DO NOT SCALE FROM MEASURING DRAWINGS.8. WALKS, DRIVES, CURBS, & PARKING TO BE STAKED OUT IN THE FIELD BY A LICENSED SURVEYOR.9. CONCRETE PAD & BOLLARDS TO BE PROVIDED AND LOCATED PER NYSEG REQUIREMENTS ANDSTANDARDS. REFER TO SHEET E200 FOR ELECTRICAL TRANSFORMER.10. SITE DRAWINGS BASED ON SURVEY BY:T.G. MILLER PC203 North Aurora Street Ithaca, NY 14850(607) 272-6477GENERAL SHEET NOTES - LAYOUTLIGHT FIXTURE LEGENDPOLE TOP LIGHT (SEE A9/L504)BOLLARD LIGHT (SEEA7/L504)EXISTING COBRAHEAD STREET LIGHT TO REMAINABNOTESEE ARCHITECTURAL DRAWINGS FORARCHITECTURAL SITE FEATURES NOT INDICATEDSUCH AS EXTERIOR DECKS, STAIRS, AND RAMPSKEY MATERIALDETAILASPHALT PAVEMENTMEDIUM DUTY CONCRETE PAVEMENT - STANDARDMEDIUM DUTY CONCRETE PAVEMENT - COLOREDHEAVY DUTY CONCRETE PAVEMENTHEAVY DUTY CONCRETE PAVEMENT - COLOREDLIMESTONE DUST PATHWAY WITH STEEL EDGINGENGINEERED WOOD FIBER PLAYGROUND SURFACING,WITH UNDER DRAINAGE PER CIVIL ENGINEERRESILIENT RUBBER SURFACINGBASE BID: 24"X24" SOFSURFACES PLAYGROUND TILESALTERNATE: POUR-IN-PLACE SURFACEBENCH - TYPE 1BENCH - TYPE 2BASE BID: MAGLIN MLB870-W BENCHALTERNATE: WOOD TIMBER AND METAL STRAP BENCHBENCH - TYPE 3BASE BID: MAGLIN MLB870-W BENCHALTERNATE: RECLAIMED WOOD TIMBER AND I-BEAM BENCHRESIDENTIAL FENCEENTRY POSTPLAYGROUND FENCEECOMESH SCREEN WALLBICYCLE RACKWHEELSTOPADA DETECTABLE WARNING TILESSEESPECS.CONTRACT LIMIT LINEINTERIM WORK LIMIT LINELEGENDF3L502B5L502A9L503A4L503A3,A7L502A5L502F3L504B5L501A7L501A7L501A1L501A1L501B9L501D9L502B3L502A3,A7L502A3,A5L504
February 24, 2017
Ithaca Neighborhood Housing Services
115 W. Clinton Street
Ithaca, New York 14850
Attn: Ms. Lynn C. Truame
RE: Hancock Street/Lake Avenue-Willow Avenue Intersections, City of Ithaca, NY
Multi-Way Stop Investigation
Dear Ms. Truame,
The purpose of this letter is to provide a review and evaluation of Multi-Way Stop Control (MWSC)
Warrants at the Hancock Street/Lake Avenue-Willow Avenue intersections, as requested by the City
of Ithaca Traffic Engineering staff. This letter describes the findings of the MWSC analysis at the two
study intersections using methodology prescribed in the Manual on Uniform Traffic Control Devices
(MUTCD), sections 2B.04 and 2B.07. Additionally, a qualitative assessment of pedestrian and bicycle
Level of Service is used as part of the investigation.
It is our understanding that this request is in response to the future conversion of Lake Avenue north
of Hancock Street from a vehicular street to a non-motorized multi-use (pedestrian and bicycle)
pathway as part of the 210 Hancock Development project. Further, consideration is given to the City’s
recently developed Bicycle Boulevard route along Willow Avenue.
Data Collection
Figure 1 illustrates the study area and data collection locations. Detailed data collections were
obtained between January 25, 2017 and January 27, 2017 as follows:
Hancock Street/Lake Avenue – 24-hour volume counts using an automatic traffic recorder
(ATR) were obtained for all three legs of the intersection in addition to turning movement
counts (January 26, 2017) during the 7:00-9:00 AM and 4:00-6:00 PM peak periods.
Hancock Street/Willow Avenue – 24-hour volume counts using an ATR were obtained for all
four legs of the intersection in addition to turning movement counts (January 26, 2017) during
the 7:00-9:00 AM and 4:00-6:00 PM peak periods.
The turning movement counts were collected to perform peak hour intersection Level of Service
(LOS) analyses. According to the most recently obtained data from the New York State Department
of Transportation (NYSDOT), the 85th percentile speed along Hancock Street is 29 miles per hour
(MPH) in both directions, with average speeds between 21 and 23 MPH.
The detailed count information is included in the Attachments.
3495 Winton Place
Building E, Suite 110
Rochester, NY 14623
phone 585.272.4660
fax 585.272.4662
Re: Hancock Street/Lake Avenue-Willow Avenue Intersections, City of Ithaca, NY February 24, 2017
Multi-Way Stop Investigation
Page 2 of 7
Multi-Way Stop Warrant Analysis Methodology
The MUTCD provides the following guidance for MWSC:
2B.04 MUTCD Guidance
02 - Engineering judgment should be used to establish intersection control. The following factors should be
considered:
A. Vehicular, bicycle, and pedestrian traffic volumes on all approaches;
B. Number and angle of approaches;
C. Approach speeds;
D. Sight distance available on each approach; and
E. Reported crash experience.
03 - YIELD or STOP signs should be used at an intersection if one or more of the following conditions exist:
A. An intersection of a less important road with a main road where application of the normal right -of-
way rule would not be expected to provide reasonable compliance with the law;
B. A street entering a designated through highway or street; and/or
C. An un-signalized intersection in a signalized area.
04 - In addition, the use of YIELD or STOP signs should be considered at the intersection of two minor streets
or local roads where the intersection has more than three approaches and where one or more of the following
conditions exist:
A. The combined vehicular, bicycle, and pedestrian volume entering the intersection from all approaches
averages more than 2,000 units per day;
B. The ability to see conflicting traffic on an approach is not sufficient to allow a road user to stop or
yield in compliance with the normal right-of-way rule if such stopping or yielding is necessary; and/or
C. Crash records indicate that five or more crashes that involve the failure to yield the right-of-way at the
intersection under the normal right-of-way rule have been reported within a 3-year period, or that
three or more such crashes have been reported within a 2-year period.
2B.07 MUTCD Guidance
03 - The decision to install multi-way stop control should be based on an engineering study.
04 - The following criteria should be considered in the engineering study for a multi-way STOP sign installation:
A. Where traffic control signals are justified, the multi-way stop is an interim measure that can be
installed quickly to control traffic while arrangements are being made for the installation of the traffic
control signal.
B. Five or more reported crashes in a 12-month period that are susceptible to correction by a multi-way
stop installation. Such crashes include right-turn and left-turn collisions as well as right-angle collisions.
C. Minimum volumes:
1. The vehicular volume entering the intersection from the major street approaches (total of both
approaches) averages at least 300 vehicles per hour for any 8 hours of an average day; and
2. The combined vehicular, pedestrian, and bicycle volume entering the intersection from the minor
street approaches (total of both approaches) averages at least 200 units per hour for the same
8 hours, with an average delay to minor-street vehicular traffic of at least 30 seconds per vehicle
during the highest hour; but
3. If the 85th-percentile approach speed of the major-street traffic exceeds 40 mph, the minimum
vehicular volume warrants are 70 percent of the values provided in Items 1 and 2.
Re: Hancock Street/Lake Avenue-Willow Avenue Intersections, City of Ithaca, NY February 24, 2017
Multi-Way Stop Investigation
Page 3 of 7
D. Where no single criterion is satisfied, but where Criteria B, C.1, and C.2 are all satisfied to 80 percent
of the minimum values. Criterion C.3 is excluded from this condition.
Option:
05 - Other criteria that may be considered in an engineering study include:
A. The need to control left-turn conflicts;
B. The need to control vehicle/pedestrian conflicts near locations that generate high pedestrian volumes;
C. Locations where a road user, after stopping, cannot see conflicting traffic and is not able to negotiate
the intersection unless conflicting cross traffic is also required to stop; and
D. An intersection of two residential neighborhood collector (through) streets of similar design and
operating characteristics where multi-way stop control would improve traffic operational
characteristics of the intersection.
Detailed analyses were conducted for the two study intersections using this methodology.
Proposed 210 Hancock Development
Opening in the summer of 2017, 210 Hancock will be a mixed-use development consisting of
apartments, townhomes, and ground floor commercial space. The project will redevelop a vacant city
block into an active, inclusive, and pedestrian and bicycle friendly property. Residents, visitors, and
other site users will be able to take advantage of the City’s transit system (TCAT) as well as the
extensive sidewalk network. A Bicycle Boulevard network has recently been completed with the
closest route less than 200 feet from the site.
A March 2015 Trip Generation Letter to the Ithaca Neighborhood Housing Services (INHS) prepared
by SRF & Associates described the estimated trips to be generated by the site. These full development
trips are used in the MWSC warrant investigation to determine the potential need for future MWSC.
The letter stated that a total of 107(190) vehicle trips are projected to be generated during the
AM(PM) peak hours respectively. A conservative 70% trip distribution figure was used to establish
new trips passing through the study intersections. Therefore, it is assumed that the study intersections
will experience a conservative increase in total vehicle trips of 75(133) during the AM(PM) peak hours,
respectively. No adjustments were made to these base volumes accounting for multi-modal credits
(walking, bicycling, using transit).
Multi-Way Stop Warrant Analysis
1. Hancock Street/Lake Avenue
Analysis
The average daily traffic (ADT) on Hancock Street is approximately 2,833 vehicles per day (vpd)
east of Lake Avenue and 2,830 vpd west of Lake Avenue. Lake Avenue carries approximately 80
vpd. Approximately 11 and 13 pedestrians were recorded at the intersection during the AM and
PM peak hours respectively. Sight distance is limited to the east over the Cascadilla Creek bridge.
The following is a summary of the minimum criteria as indicated in the MUTCD. All detailed
calculations are provided in the Attachments:
Re: Hancock Street/Lake Avenue-Willow Avenue Intersections, City of Ithaca, NY February 24, 2017
Multi-Way Stop Investigation
Page 4 of 7
Minimum Volumes (8-hour) – Not met for both major or minor streets under 2017 existing
conditions. Six (6) of the eight (8) hours are met under future full development conditions,
however, no minor street volumes are met.
Collision Criteria – One crash was reported in a 12-month period for the past six-year period.
The crash involved a motorist and a bicyclist whereby the northbound travelling motorist
reported difficulty seeing the bicyclist to the right (over the bridge) and proceeded into the
intersection. The bicyclist struck the side of the vehicle.
Other MUTCD Criteria
While a MWSC is not justified based on the volume criteria alone, other criteria stipulated in the
MUTCD were analyzed. The 210 Hancock development’s plan of converting Lake Avenue north
of Hancock Street into a non-motorized multi-use path also includes a playground at the northern
end of the property near Adams Street. It is likely that future pedestrian and bicycle traffic will
increase as a result of the 210 Hancock development at the study intersection.
Capacity Analysis
An intersection capacity analysis was performed at the intersection during both peak hours under
2017 existing and full development conditions. 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. 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, the capacity analysis specifically focuses on intersections. Table I depicts the results
of the capacity analysis.
TABLE I – CAPACITY ANALYSIS RESULTS
Intersection
2017 Existing
Conditions
Full
Development
Conditions
Full
Development
Conditions w/
MWSC
AM PM AM PM AM PM
Hancock Street/Lake Avenue
Eastbound – Hancock Street A(0.0) A(0.0) A(0.0) A(0.0) A(8.4) B(10.2)
Westbound – Hancock Street A(0.0) A(0.0) A(0.0) A(0.0) A(8.0) A(8.9)
Northbound – Lake Avenue A(9.6) B(10.6) A(9.9) B(11.9) A(7.4) A(8.1)
Note:
A(4.5) = LOS (Delay is seconds per vehicle)
All approach LOS operate at a highly acceptable LOS “B” or better during both peak hours under
all conditions, including the MWSC condition.
Re: Hancock Street/Lake Avenue-Willow Avenue Intersections, City of Ithaca, NY February 24, 2017
Multi-Way Stop Investigation
Page 5 of 7
Recommendation
Due to the likely increase in pedestrian, bicycle, and motor vehicle traffic because of the 210
Hancock development, and limited sight distance over the bridge, AWSC should be considered
for implementation.
2. Hancock Street/Willow Avenue
Analysis
The ADT on Hancock Street is approximately 2,833 vpd east of Lake Avenue and 2,674 vpd east
of Willow Avenue. Willow Avenue north and south of Hancock Street carries approximately 209
vpd and 61 vpd respectively. Approximately 24 and 22 pedestrians were recorded at the
intersection during the AM and PM peak hours respectively. Sight distance is limited to the west
over the Cascadilla Creek bridge.
The following is a summary of the minimum criteria as indicated in the MUTCD. All detailed
calculations are provided in the Attachments:
Minimum Volumes (8-hour) – Not met for both major or minor streets under 2017 existing
conditions. Five (5) of the eight (8) hours are met under future full development conditions,
however, no minor street volumes are met.
Collision Criteria – Two crashes were reported in a 12-month period for the past six-year
period. Crash one involved a driver failing to yield the right of way travelling southbound on
Willow Avenue as a westbound driver approached the intersection. The southbound driver
thought the westbound driver was further away and proceeded into the intersection.
Crash two involved a driver failing to yield the right of way travelling southbound on Willow
Avenue as an eastbound driver approached the intersection. The southbound driver thought
the intersection was AWSC and proceeded to enter the intersection as the eastbound driver
approached the intersection.
Other MUTCD Criteria
While a MWSC is not justified based on the volume criteria alone, other criteria stipulated in the
MUTCD were analyzed. Willow Avenue is currently a route along the City’s Bicycle Boulevard
network.
Capacity Analysis
An intersection capacity analysis was performed at the intersection during both peak hours under
2017 existing and full development conditions. Table II depicts the results of the capacity analysis.
Re: Hancock Street/Lake Avenue-Willow Avenue Intersections, City of Ithaca, NY February 24, 2017
Multi-Way Stop Investigation
Page 6 of 7
TABLE II – CAPACITY ANALYSIS RESULTS
Intersection
2017 Existing
Conditions
Full
Development
Conditions
Full
Development
Conditions w/
MWSC
AM PM AM PM AM PM
Hancock Street/Willow Avenue
Eastbound – Hancock Street A(7.6) A(7.5) A(7.7) A(7.7) A(8.9) A(10.0)
Westbound – Hancock Street A(0.0) A(7.7) A(0.0) A(8.0) A(8.2) A(8.8)
Northbound – Willow Avenue A(9.3) B(11.5) A(9.5) B(13.4) A(7.2) A(8.2)
Southbound – Willow Avenue A(9.6) A(9.8) B(10.0) B(10.4) A(7.3) A(7.8)
All approach LOS operate at a highly acceptable LOS “B” or better during both peak hours under
all conditions, including the MWSC condition. Under the MWSC condition, all LOS are projected
to operate at “A” during both peak hours.
Recommendation
Due to the likely increase in pedestrian, bicycle, and motor vehicle traffic because of the 210
Hancock development, and limited sight distance over the bridge, AWSC should be considered
for implementation.
Pedestrian and Bicycle Level of Service
The Highway Capacity Manual (HCM 2010) describes methodology to determine a roadway’s
pedestrian and bicycle LOS (P/BLOS). The P/BLOS Model indicates how safe and/or comfortable
pedestrians and bicyclists feel while using the particular roadway segment. This evaluation is based on
user perceptions of a wide range of pedestrians and bicyclists, and has been applied on roadways
throughout the United States. Model inputs include factors such as roadway speed, ADT, roadway
width (travel lanes, shoulders, and total), presence of bike lanes or sidewalks, and pavement conditions
amongst others. The result is an objective score and grade similar to vehicular LOS ranging from “A”
(≤1.5) to “F” (>5.5). All calculations are included in the Attachments.
Based on the P/BLOS Model, Table III depicts the LOS results for Hancock Street, Lake Avenue, and
Willow Avenue.
Re: Hancock Street/Lake Avenue-Willow Avenue Intersections, City of Ithaca, NY February 24, 2017
Multi-Way Stop Investigation
Page 7 of 7
TABLE III – P/BLOS MODEL RESULTS
Segment Direction of
Survey
Pedestrian LOS Bicycle LOS
Grade Score Grade Score
Hancock Street:
1st Street to Auburn Street
Eastbound B 1.53 B 2.26
Westbound B 1.64 B 2.44
Lake Avenue:
Hancock Street to Madison Street
Northbound C 3.03 A 1.32
Southbound B 1.52 A 1.32
Willow Avenue:
Hancock Street to Madison Street
Northbound B 1.59 A 0.94
Southbound C 3.02 A 0.94
Willow Avenue:
Hancock Street to Adams Street
Northbound B 1.61 B 1.54
Southbound C 3.06 B 1.54
The PLOS is given a “C” for the northbound segment of Lake Avenue and southbound segments along
Willow Avenue due to the lack of a sidewalk. However, given that these two roadways abut Cascadilla
Creek, no sidewalks are necessary along those segments. All other LOS are highly acceptable for a
neighborhood of this context.
Conclusions & Recommendations
The MUTCD volume and crash warrant criteria are not met at both study intersections. However,
other factors were reviewed such as:
Limited sight distance between the intersections because of the bridge;
Likely increase in pedestrian, bicycle, and vehicular traffic because of the 210 Hancock
development;
Existing Bicycle Boulevard route along Willow Avenue; and
Similar application of MWSC at Madison Street-Yates Street/Lake Avenue-Willow Avenue
Therefore, based on our assessment of the study intersections using MUTCD guidance and other
intrinsic factors, AWSC should be considered for installation at the study intersections.
If you have any questions or need additional information, please do not hesitate to contact our office.
Very truly yours,
SRF & Associates
Stephen R. Ferranti, P.E., PTOE
Principal
SRF/dlk
S:\Projects\2016\36070.0 Hancock.Lake.Willow\Report\Hancock Lake and Willow AWSC - 02.24.17.docx
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ATTACHMENT
February 24, 2017
Letter to
Ms. Lynn C. Truame
Ithaca Neighborhood Housing Services
Hancock Street/Lake Avenue-Willow Avenue
Intersections – Multi-Way Stop Control Investigation
City of Ithaca
Tompkins County, New York
3495 Winton Place
Building E, Suite 110
Rochester, NY 14623
COLLECTED
TRAFFIC VOLUME
DATA
Ithaca, NYHancock St/Lake AveThursday, January 26, 2017Location: 42.447789, -76.501993www.TSTData.com184 Baker RdCoatesville, Pennsylvania, United States 19320610-466-1469Serving Transportation Professionals Since 1995Count Name: Lake Ave/HancockStSite Code:Start Date: 01/26/2017Page No: 1Turning Movement DataStart TimeConstruction Entrance Hancock St Lake Ave Hancock StSouthbound Westbound Northbound EastboundRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalInt.Total7:00 AM000000280001000000001220014 247:15 AM0000001130001400000001620018 327:30 AM0000003170002000000002210023 437:45 AM0000000230002300100103110032 56Hourly Total0000006610006700100108160087 1558:00 AM0000000270002700003013100032 598:15 AM0000000260012610003103900039 668:30 AM0000000220012210001104300043 668:45 AM0000100190021900102103500035 55Hourly Total000010094004942010931148000149 2469:00 AM0000000000000000000000000*** BREAK ***-------------------------Hourly Total00000000000000000000000004:00 PM0000000250012510203303700037 654:15 PM0000100320003210000103700137 704:30 PM1000010380003800100103400034 744:45 PM0000100430004310301403400134 81Hourly Total10002101380011383060490142002142 2905:00 PM0000000350003520002216200163 1005:15 PM0000100350003500003013600137 725:30 PM0000000320003210102214200043 775:45 PM0000000130001330000303100031 47Hourly Total00001001150001156010773171002174 2966:00 PM0000000000000000000000000Grand Total1000416408005414110902020 4 542 6 04552 987Approach % 100.0 0.0 0.0 0.0-- 1.4 98.6 0.0 0.0-- 55.0 0.0 45.0 0.0-- 0.7 98.2 1.1 0.0---Total % 0.1 0.0 0.0 0.0-0.1 0.6 41.3 0.0 0.0-41.9 1.1 0.0 0.9 0.0-2.0 0.4 54.9 0.6 0.0-55.9 -Lights 1000-1639400-40011090-20 4 521 6 0-531 952% Lights 100.0 - - --100.0 100.0 96.6 - --96.6 100.0 - 100.0 --100.0 100.0 96.1 100.0 --96.2 96.5Buses 0000-00800-80000-001300-13 21% Buses0.0----0.0 0.0 2.0 - --1.9 0.0 - 0.0 --0.0 0.0 2.4 0.0 --2.4 2.1Trucks 0000-00600-60000-00800-814% Trucks 0.0 - - --0.0 0.0 1.5 - --1.4 0.0 - 0.0 --0.0 0.0 1.5 0.0 --1.4 1.4Bicycles onCrosswalk----0-----0-----1-----0--% BicyclesonCrosswalk----0.0-----0.0-----5.0-----0.0--Pedestrians----4-----5-----19-----4--%Pedestrians----100.0-----100.0-----95.0-----100.0--Ithaca, NYHancock St/Lake AveThursday, January 26, 2017Location: 42.447789, -76.501993www.TSTData.com184 Baker RdCoatesville, Pennsylvania, United States 19320610-466-1469Serving Transportation Professionals Since 1995Count Name: Lake Ave/HancockStSite Code:Start Date: 01/26/2017Page No: 201/26/2017 7:00 AMEnding At01/26/2017 6:15 PMLightsBusesTrucksBicycles on CrosswalkPedestriansConstruction EntranceOut In Total12 1 1300000000000012 1 13100000000000000000000000410004RTLUP55300813532Out4140068400In967001421932TotalHancock St [WB]R600006T4080068394L000000U000000P5500004202400000000000042024Out In TotalLake Ave [NB]ULTRP0901100000000000000010000190901120Hancock St [EB]
Total
935
21
14
0
0
970
In
531
13
8
0
0
552
Out
404
8
6
0
0
418
0
0
0
0
0
0
U
6
0
0
0
0
6
L
521
13
8
0
0
542
T
4
0
0
0
0
4
R
0
0
0
0
4
4
P
Turning Movement Data Plot
Ithaca, NYHancock St/Lake AveThursday, January 26, 2017Location: 42.447789, -76.501993www.TSTData.com184 Baker RdCoatesville, Pennsylvania, United States 19320610-466-1469Serving Transportation Professionals Since 1995Count Name: Lake Ave/HancockStSite Code:Start Date: 01/26/2017Page No: 3Turning Movement Peak Hour Data (7:45 AM)Start TimeConstruction Entrance Hancock St Lake Ave Hancock StSouthbound Westbound Northbound EastboundRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalInt.Total7:45 AM0000000230002300100103110032 568:00 AM0000000270002700003013100032 598:15 AM0000000260012610003103900039 668:30 AM0000000220012210001104300043 66Total 000000098002982010731144100146 247Approach % NaN NaN NaN NaN-- 0.0 100.0 0.0 0.0-- 66.7 0.0 33.3 0.0-- 0.7 98.6 0.7 0.0---Total % 0.0 0.0 0.0 0.0-0.0 0.0 39.7 0.0 0.0-39.7 0.8 0.0 0.4 0.0-1.2 0.4 58.3 0.4 0.0-59.1 -PHF 0.000 0.000 0.000 0.000-0.000 0.000 0.907 0.000 0.000-0.907 0.500 0.000 0.250 0.000-0.750 0.250 0.837 0.250 0.000-0.849 0.936Lights 0000-009400-942010-3113010-132 229% Lights------ - 95.9 - --95.9 100.0 - 100.0 --100.0 100.0 90.3 100.0 --90.4 92.7Buses 0000-00100-10000-00700-78% Buses-------1.0---1.0 0.0 - 0.0 --0.0 0.0 4.9 0.0 --4.8 3.2Trucks 0000-00300-30000-00700-710% Trucks-------3.1---3.1 0.0 - 0.0 --0.0 0.0 4.9 0.0 --4.8 4.0Bicycles onCrosswalk----0-----0-----1-----0--% BicyclesonCrosswalk----------0.0-----14.3--------Pedestrians----0-----2-----6-----0--%Pedestrians----------100.0-----85.7--------Ithaca, NYHancock St/Lake AveThursday, January 26, 2017Location: 42.447789, -76.501993www.TSTData.com184 Baker RdCoatesville, Pennsylvania, United States 19320610-466-1469Serving Transportation Professionals Since 1995Count Name: Lake Ave/HancockStSite Code:Start Date: 01/26/2017Page No: 4Peak Hour Data01/26/2017 7:45 AMEnding At01/26/2017 8:45 AMLightsBusesTrucksBicycles on CrosswalkPedestriansConstruction EntranceOut In Total101000000000000101000000000000000000000000000000RTLUP1460077132Out98003194In24400108226TotalHancock St [WB]R000000T98003194L000000U000000P220000134000000000000134Out In TotalLake Ave [NB]ULTRP010200000000000000010000601027Hancock St [EB]
Total
227
8
10
0
0
245
In
132
7
7
0
0
146
Out
95
1
3
0
0
99
0
0
0
0
0
0
U
1
0
0
0
0
1
L
130
7
7
0
0
144
T
1
0
0
0
0
1
R
0
0
0
0
0
0
PTurning Movement Peak Hour Data Plot (7:45 AM)
Ithaca, NYHancock St/Lake AveThursday, January 26, 2017Location: 42.447789, -76.501993www.TSTData.com184 Baker RdCoatesville, Pennsylvania, United States 19320610-466-1469Serving Transportation Professionals Since 1995Count Name: Lake Ave/HancockStSite Code:Start Date: 01/26/2017Page No: 5Turning Movement Peak Hour Data (4:45 PM)Start TimeConstruction Entrance Hancock St Lake Ave Hancock StSouthbound Westbound Northbound EastboundRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalInt.Total4:45 PM0000100430004310301403400134 815:00 PM0000000350003520002216200163 1005:15 PM0000100350003500003013600137 725:30 PM0000000320003210102214200043 77Total 00002001450001454040883174003177 330Approach % NaN NaN NaN NaN-- 0.0 100.0 0.0 0.0-- 50.0 0.0 50.0 0.0-- 1.7 98.3 0.0 0.0---Total % 0.0 0.0 0.0 0.0-0.0 0.0 43.9 0.0 0.0-43.9 1.2 0.0 1.2 0.0-2.4 0.9 52.7 0.0 0.0-53.6 -PHF 0.000 0.000 0.000 0.000-0.000 0.000 0.843 0.000 0.000-0.843 0.500 0.000 0.333 0.000-0.500 0.750 0.702 0.000 0.000-0.702 0.825Lights 0000-0014400-1444040-8317200-175 327% Lights------ - 99.3 - --99.3 100.0 - 100.0 --100.0 100.0 98.9 - --98.9 99.1Buses 0000-00100-10000-00200-23% Buses-------0.7---0.7 0.0 - 0.0 --0.0 0.0 1.1 - --1.1 0.9Trucks 0000-00000-00000-00000-00% Trucks-------0.0---0.0 0.0 - 0.0 --0.0 0.0 0.0 - --0.0 0.0Bicycles onCrosswalk----0-----0-----0-----0--% BicyclesonCrosswalk----0.0-----------0.0-----0.0--Pedestrians----2-----0-----8-----3--%Pedestrians----100.0-----------100.0-----100.0--Ithaca, NYHancock St/Lake AveThursday, January 26, 2017Location: 42.447789, -76.501993www.TSTData.com184 Baker RdCoatesville, Pennsylvania, United States 19320610-466-1469Serving Transportation Professionals Since 1995Count Name: Lake Ave/HancockStSite Code:Start Date: 01/26/2017Page No: 6Peak Hour Data01/26/2017 4:45 PMEnding At01/26/2017 5:45 PMLightsBusesTrucksBicycles on CrosswalkPedestriansConstruction EntranceOut In Total000000000000000000000000000000000000000000200002RTLUP1780002176Out1450001144In3230003320TotalHancock St [WB]R000000T1450001144L000000U000000P00000038110000000000003811Out In TotalLake Ave [NB]ULTRP040400000000000000000000804048Hancock St [EB]
Total
323
3
0
0
0
326
In
175
2
0
0
0
177
Out
148
1
0
0
0
149
0
0
0
0
0
0
U
0
0
0
0
0
0
L
172
2
0
0
0
174
T
3
0
0
0
0
3
R
0
0
0
0
3
3
PTurning Movement Peak Hour Data Plot (4:45 PM)
Ithaca, NYHancock St/Willow AveThursday, January 26, 2017Location: 42.447903, -76.501737www.TSTData.com184 Baker RdCoatesville, Pennsylvania, United States 19320610-466-1469Serving Transportation Professionals Since 1995Count Name: WillowAve/Hancock StSite Code:Start Date: 01/26/2017Page No: 1Turning Movement DataStart TimeWillow Ave Hancock St Willow Ave Hancock StSouthbound Westbound Northbound EastboundRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalInt.Total7:00 AM0000000100011000000001100011 217:15 AM0000000130001300000001510016 297:30 AM0000000220002200000002010021 437:45 AM0010010220002200000002710028 51Hourly Total0010010670016700000007330076 1448:00 AM1000111260002700002003010231 598:15 AM1000110260052600002003540039 668:30 AM0000200230012310000104120043 678:45 AM2010330170051700000003500035 55Hourly Total4010751920011931000410141702148 2479:00 AM0000000000000000000200022*** BREAK ***-------------------------Hourly Total00000000000000000002000224:00 PM0000100260022600002014010042 684:15 PM4000140290032911000203520037 724:30 PM3000130360013600000003410235 744:45 PM6010170331063400001003320035 76Hourly Total 13 0 1 0414 0 124 1 0121251100321142602149 2905:00 PM1000010370043700000005900059 975:15 PM3020151300033100203203600036 745:30 PM4000040270002711102304311145 795:45 PM2000020110001101000103230035 49Hourly Total 10 0 2 0112 1 105 0 071061230560170411175 2996:00 PM0000000000000000000000000Grand Total 27 0 5 01232 2 388 1 0313913330129 1 528 20 15550 982Approach % 84.4 0.0 15.6 0.0-- 0.5 99.2 0.3 0.0-- 33.3 33.3 33.3 0.0-- 0.2 96.0 3.6 0.2---Total % 2.7 0.0 0.5 0.0-3.3 0.2 39.5 0.1 0.0-39.8 0.3 0.3 0.3 0.0-0.9 0.1 53.8 2.0 0.1-56.0 -Lights 26 0 5 0-31 2 377 1 0-3803330-9 1 506 19 1-527 947% Lights 96.3 - 100.0 --96.9 100.0 97.2 100.0 --97.2 100.0 100.0 100.0 --100.0 100.0 95.8 95.0 100.0-95.8 96.4Buses 0000-00700-70000-001310-14 21% Buses 0.0 - 0.0 --0.00.01.80.0 --1.80.00.00.0 --0.0 0.0 2.5 5.0 0.0-2.5 2.1Trucks 1000-10400-40000-00900-914% Trucks 3.7 - 0.0 --3.10.01.00.0 --1.00.00.00.0 --0.0 0.0 1.7 0.0 0.0-1.6 1.4Bicycles onCrosswalk----0-----3-----2-----0--% BicyclesonCrosswalk----0.0-----9.7-----16.7-----0.0--Pedestrians----12-----28-----10-----5--%Pedestrians----100.0-----90.3-----83.3-----100.0--Ithaca, NYHancock St/Willow AveThursday, January 26, 2017Location: 42.447903, -76.501737www.TSTData.com184 Baker RdCoatesville, Pennsylvania, United States 19320610-466-1469Serving Transportation Professionals Since 1995Count Name: WillowAve/Hancock StSite Code:Start Date: 01/26/2017Page No: 201/26/2017 7:00 AMEnding At01/26/2017 6:15 PMLightsBusesTrucksBicycles on CrosswalkPedestriansWillow Ave [SB]Out In Total24 31 5510101100000025 32 572605000000010000000000000122705012RTLUP53600913514Out3910047380In927001320894TotalHancock St [WB]R200002T3880047377L100001U000000P3128300029110000000000002911Out In TotalWillow Ave [NB]ULTRP03330000000000000002000010033312Hancock St [EB]
Total
934
21
14
0
0
969
In
527
14
9
0
0
550
Out
407
7
5
0
0
419
1
0
0
0
0
1
U
19
1
0
0
0
20
L
506
13
9
0
0
528
T
1
0
0
0
0
1
R
0
0
0
0
5
5
P
Turning Movement Data Plot
Ithaca, NYHancock St/Willow AveThursday, January 26, 2017Location: 42.447903, -76.501737www.TSTData.com184 Baker RdCoatesville, Pennsylvania, United States 19320610-466-1469Serving Transportation Professionals Since 1995Count Name: WillowAve/Hancock StSite Code:Start Date: 01/26/2017Page No: 3Turning Movement Peak Hour Data (8:00 AM)Start TimeWillow Ave Hancock St Willow Ave Hancock StSouthbound Westbound Northbound EastboundRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalInt.Total8:00 AM1000111260002700002003010231 598:15 AM1000110260052600002003540039 668:30 AM0000200230012310000104120043 678:45 AM2010330170051700000003500035 55Total 4010751920011931000410141702148 247Approach % 80.0 0.0 20.0 0.0-- 1.1 98.9 0.0 0.0-- 100.0 0.0 0.0 0.0-- 0.0 95.3 4.7 0.0---Total % 1.6 0.0 0.4 0.0-2.0 0.4 37.2 0.0 0.0-37.7 0.4 0.0 0.0 0.0-0.4 0.0 57.1 2.8 0.0-59.9 -PHF 0.500 0.000 0.250 0.000-0.417 0.250 0.885 0.000 0.000-0.861 0.250 0.000 0.000 0.000-0.250 0.000 0.860 0.438 0.000-0.860 0.922Lights 3010-418700-881000-1012860-134 227% Lights 75.0 - 100.0 --80.0 100.0 94.6 - --94.6 100.0 - - --100.0 - 90.8 85.7 --90.5 91.9Buses 0000-00300-30000-00510-69% Buses 0.0 - 0.0 --0.0 0.0 3.3 - --3.20.0----0.0 - 3.5 14.3 --4.1 3.6Trucks 1000-10200-20000-00800-811% Trucks 25.0 - 0.0 --20.0 0.0 2.2 - --2.20.0----0.0 - 5.7 0.0 --5.4 4.5Bicycles onCrosswalk----0-----2-----2-----0--% BicyclesonCrosswalk----0.0-----18.2-----50.0-----0.0--Pedestrians----7-----9-----2-----2--%Pedestrians----100.0-----81.8-----50.0-----100.0--Ithaca, NYHancock St/Willow AveThursday, January 26, 2017Location: 42.447903, -76.501737www.TSTData.com184 Baker RdCoatesville, Pennsylvania, United States 19320610-466-1469Serving Transportation Professionals Since 1995Count Name: WillowAve/Hancock StSite Code:Start Date: 01/26/2017Page No: 4Peak Hour Data01/26/2017 8:00 AMEnding At01/26/2017 9:00 AMLightsBusesTrucksBicycles on CrosswalkPedestriansWillow Ave [SB]Out In Total74111010110000008513301000000010000000000000740107RTLUP1430085130Out93002388In23600108218TotalHancock St [WB]R100001T92002387L000000U000000P1192000011000000000000011Out In TotalWillow Ave [NB]ULTRP000100000000000000020000200014Hancock St [EB]
Total
224
9
11
0
0
244
In
134
6
8
0
0
148
Out
90
3
3
0
0
96
0
0
0
0
0
0
U
6
1
0
0
0
7
L
128
5
8
0
0
141
T
0
0
0
0
0
0
R
0
0
0
0
2
2
PTurning Movement Peak Hour Data Plot (8:00 AM)
Ithaca, NYHancock St/Willow AveThursday, January 26, 2017Location: 42.447903, -76.501737www.TSTData.com184 Baker RdCoatesville, Pennsylvania, United States 19320610-466-1469Serving Transportation Professionals Since 1995Count Name: WillowAve/Hancock StSite Code:Start Date: 01/26/2017Page No: 5Turning Movement Peak Hour Data (4:45 PM)Start TimeWillow Ave Hancock St Willow Ave Hancock StSouthbound Westbound Northbound EastboundRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalRight Thru LeftU-TurnPedsApp.TotalInt.Total4:45 PM6010170331063400001003320035 765:00 PM1000010370043700000005900059 975:15 PM3020151300033100203203600036 745:30 PM4000040270002711102304311145 79Total 14 0 3 0217 1 127 1 0131291130650171311175 326Approach % 82.4 0.0 17.6 0.0-- 0.8 98.4 0.8 0.0-- 20.0 20.0 60.0 0.0-- 0.0 97.7 1.7 0.6---Total % 4.3 0.0 0.9 0.0-5.2 0.3 39.0 0.3 0.0-39.6 0.3 0.3 0.9 0.0-1.5 0.0 52.5 0.9 0.3-53.7 -PHF 0.583 0.000 0.375 0.000-0.607 0.250 0.858 0.250 0.000-0.872 0.250 0.250 0.375 0.000-0.417 0.000 0.725 0.375 0.250-0.742 0.840Lights 14 0 3 0-17 1 126 1 0-1281130-5016831-172 322% Lights 100.0 - 100.0 --100.0 100.0 99.2 100.0 --99.2 100.0 100.0 100.0 --100.0 - 98.2 100.0 100.0-98.3 98.8Buses 0000-00100-10000-00300-34% Buses 0.0 - 0.0 --0.00.00.80.0 --0.80.00.00.0 --0.0 - 1.8 0.0 0.0-1.7 1.2Trucks 0000-00000-00000-00000-00% Trucks 0.0 - 0.0 --0.00.00.00.0 --0.00.00.00.0 --0.0 - 0.0 0.0 0.0-0.0 0.0Bicycles onCrosswalk----0-----0-----0-----0--% BicyclesonCrosswalk----0.0-----0.0-----0.0-----0.0--Pedestrians----2-----13-----6-----1--%Pedestrians----100.0-----100.0-----100.0-----100.0--Ithaca, NYHancock St/Willow AveThursday, January 26, 2017Location: 42.447903, -76.501737www.TSTData.com184 Baker RdCoatesville, Pennsylvania, United States 19320610-466-1469Serving Transportation Professionals Since 1995Count Name: WillowAve/Hancock StSite Code:Start Date: 01/26/2017Page No: 6Peak Hour Data01/26/2017 4:45 PMEnding At01/26/2017 5:45 PMLightsBusesTrucksBicycles on CrosswalkPedestriansWillow Ave [SB]Out In Total517220000000000005172214030000000000000000000002140302RTLUP1750003172Out1290001128In3040004300TotalHancock St [WB]R100001T1270001126L100001U000000P13130000156000000000000156Out In TotalWillow Ave [NB]ULTRP031100000000000000000000603116Hancock St [EB]
Total
316
4
0
0
0
320
In
172
3
0
0
0
175
Out
144
1
0
0
0
145
1
0
0
0
0
1
U
3
0
0
0
0
3
L
168
3
0
0
0
171
T
0
0
0
0
0
0
R
0
0
0
0
1
1
PTurning Movement Peak Hour Data Plot (4:45 PM)
Page 1
Road: Hancock St
Location: 15 ft E of Lake Ave
Counter: 22747
Site Code: 2
Station ID: 2
A to B EB
Latitude: 42' 44783.0000 North
Tri-State Traffic Data, Inc
(610) 466-1469
TSTData.com
Start 23-Jan-17 24-Jan-17 25-Jan-17 26-Jan-17 27-Jan-17 Weekday Average 28-Jan-17 29-Jan-17
Time EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB
12:00 AM ******3 3 4 4 4 4 ****
01:00 ******3 1 4 1 4 1 ****
02:00 ******2 1 1 1 2 1 ****
03:00 ******0 0 1 1 0 0 ****
04:00 ******2 1 2 1 2 1 ****
05:00 ******8 4 4 2 6 3 ****
06:00 ******13 26 12 21 12 24 ****
07:00 ******79 68 76 63 78 66 ****
08:00 ******156 91 118 103 137 97 ****
09:00 ******87 75 102 79 94 77 ****
10:00 ******75 78 89 79 82 78 ****
11:00 ******118 98 **118 98 ****
12:00 PM ****134 87 116 92 **125 90 ****
01:00 ****114 87 99 72 **106 80 ****
02:00 ****111 86 112 87 **112 86 ****
03:00 ****121 109 152 149 **136 129 ****
04:00 ****163 124 152 136 **158 130 ****
05:00 ****145 102 179 118 **162 110 ****
06:00 ****76 56 92 68 **84 62 ****
07:00 ****83 40 72 39 **78 40 ****
08:00 ****37 29 49 28 **43 28 ****
09:00 ****27 16 32 27 **30 22 ****
10:00 ****5 16 20 13 **12 14 ****
11:00 ****16 7 6 6 **11 6 ****
Total 0 0 0 0 1032 759 1627 1281 413 355 1596 1247 0 0 0 0
Day 0 0 1791 2908 768 2843 0 0
AM Peak ------08:00 11:00 08:00 08:00 08:00 11:00 ----
Vol.------156 98 118 103 137 98 ----
PM Peak ----16:00 16:00 17:00 15:00 --17:00 16:00 ----
Vol.----163 124 179 149 --162 130 ----
Comb.
Total 0 0 1791 2908 768 2843 0 0
ADT ADT 2,833 AADT 2,833
Page 1
Road: Hancock St
Location: 150 ft E of Willow Ave
Counter: 22704
Site Code: 1
Station ID: 1
A to B EB
Latitude: 42' 44818.0000 North
Tri-State Traffic Data, Inc
(610) 466-1469
TSTData.com
Start 23-Jan-17 24-Jan-17 25-Jan-17 26-Jan-17 27-Jan-17 Weekday Average 28-Jan-17 29-Jan-17
Time EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB
12:00 AM ******3 3 4 3 4 3 ****
01:00 ******3 1 4 1 4 1 ****
02:00 ******2 1 1 0 2 0 ****
03:00 ******0 0 1 0 0 0 ****
04:00 ******2 0 2 1 2 0 ****
05:00 ******8 4 4 2 6 3 ****
06:00 ******14 26 12 21 13 24 ****
07:00 ******77 68 73 64 75 66 ****
08:00 ******145 90 115 108 130 99 ****
09:00 ******79 73 99 75 89 74 ****
10:00 ******67 72 82 72 74 72 ****
11:00 ****95 67 110 92 87 71 97 77 ****
12:00 PM ****124 80 112 87 **118 84 ****
01:00 ****112 78 102 65 **107 72 ****
02:00 ****106 79 103 80 **104 80 ****
03:00 ****117 100 153 132 **135 116 ****
04:00 ****160 119 143 127 **152 123 ****
05:00 ****146 99 176 104 **161 102 ****
06:00 ****74 51 101 60 **88 56 ****
07:00 ****82 39 99 0 **90 20 ****
08:00 ****36 26 72 0 **54 13 ****
09:00 ****27 17 50 0 **38 8 ****
10:00 ****6 13 25 8 **16 10 ****
11:00 ****15 5 6 6 **10 6 ****
Total 0 0 0 0 1100 773 1652 1099 484 418 1569 1109 0 0 0 0
Day 0 0 1873 2751 902 2678 0 0
AM Peak ----11:00 11:00 08:00 11:00 08:00 08:00 08:00 08:00 ----
Vol.----95 67 145 92 115 108 130 99 ----
PM Peak ----16:00 16:00 17:00 15:00 --17:00 16:00 ----
Vol.----160 119 176 132 --161 123 ----
Comb.
Total 0 0 1873 2751 902 2678 0 0
ADT ADT 2,674 AADT 2,674
Page 1
Road: Hancock St
Location: 50 ft W of Lake Ave
Counter: 22493
Site Code: 3
Station ID: 3
A to B EB
Latitude: 42' 44772.0000 North
Tri-State Traffic Data, Inc
(610) 466-1469
TSTData.com
Start 23-Jan-17 24-Jan-17 25-Jan-17 26-Jan-17 27-Jan-17 Weekday Average 28-Jan-17 29-Jan-17
Time EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB
12:00 AM ******3 3 4 4 4 4 ****
01:00 ******3 1 4 1 4 1 ****
02:00 ******2 1 1 1 2 1 ****
03:00 ******0 1 1 1 0 1 ****
04:00 ******2 1 2 2 2 2 ****
05:00 ******8 4 3 3 6 4 ****
06:00 ******18 24 18 20 18 22 ****
07:00 ******87 62 80 56 84 59 ****
08:00 ******151 95 116 106 134 100 ****
09:00 ******87 76 104 84 96 80 ****
10:00 ******76 80 47 41 62 60 ****
11:00 ******125 104 **125 104 ****
12:00 PM ****134 84 129 88 **132 86 ****
01:00 ****116 85 103 76 **110 80 ****
02:00 ****111 85 111 88 **111 86 ****
03:00 ****122 107 152 147 **137 127 ****
04:00 ****159 129 144 144 **152 136 ****
05:00 ****147 104 172 120 **160 112 ****
06:00 ****73 52 94 67 **84 60 ****
07:00 ****83 38 74 41 **78 40 ****
08:00 ****37 26 49 24 **43 25 ****
09:00 ****25 12 31 27 **28 20 ****
10:00 ****6 15 22 15 **14 15 ****
11:00 ****15 7 7 6 **11 6 ****
Total 0 0 0 0 1028 744 1650 1295 380 319 1597 1231 0 0 0 0
Day 0 0 1772 2945 699 2828 0 0
AM Peak ------08:00 11:00 08:00 08:00 08:00 11:00 ----
Vol.------151 104 116 106 134 104 ----
PM Peak ----16:00 16:00 17:00 15:00 --17:00 16:00 ----
Vol.----159 129 172 147 --160 136 ----
Comb.
Total 0 0 1772 2945 699 2828 0 0
ADT ADT 2,830 AADT 2,830
Page 1
Road: Lake Ave
Location: 75 ft S of Hancock St
Counter: 22620
Site Code: 7
Station ID: 7
A to B NB
Latitude: 42' 44756.0000 North
Tri-State Traffic Data, Inc
(610) 466-1469
TSTData.com
Start 23-Jan-17 24-Jan-17 25-Jan-17 26-Jan-17 27-Jan-17 Weekday Average 28-Jan-17 29-Jan-17
Time NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB
12:00 AM ******0 0 0 0 0 0 ****
01:00 ******0 0 0 0 0 0 ****
02:00 ******0 0 0 0 0 0 ****
03:00 ******1 0 0 0 0 0 ****
04:00 ******0 0 1 0 0 0 ****
05:00 ******0 0 0 0 0 0 ****
06:00 ******0 0 2 0 1 0 ****
07:00 ******1 0 0 0 0 0 ****
08:00 ******3 2 6 4 4 3 ****
09:00 ******2 0 2 0 2 0 ****
10:00 ******4 0 2 5 3 2 ****
11:00 ******4 3 **4 3 ****
12:00 PM ****4 5 4 5 **4 5 ****
01:00 ****1 1 4 3 **2 2 ****
02:00 ****2 2 4 1 **3 2 ****
03:00 ****0 5 4 4 **2 4 ****
04:00 ****8 2 10 0 **9 1 ****
05:00 ****1 3 6 2 **4 2 ****
06:00 ****1 1 0 1 **0 1 ****
07:00 ****4 6 1 2 **2 4 ****
08:00 ****1 2 1 5 **1 4 ****
09:00 ****2 2 1 0 **2 1 ****
10:00 ****0 1 1 1 **0 1 ****
11:00 ****0 0 0 1 **0 0 ****
Total 0 0 0 0 24 30 51 30 13 9 43 35 0 0 0 0
Day 0 0 54 81 22 78 0 0
AM Peak ------10:00 11:00 08:00 10:00 08:00 08:00 ----
Vol.------4 3 6 5 4 3 ----
PM Peak ----16:00 19:00 16:00 12:00 --16:00 12:00 ----
Vol.----8 6 10 5 --9 5 ----
Comb.
Total 0 0 54 81 22 78 0 0
ADT ADT 80 AADT 80
Page 1
Road: Willow Ave
Location: 275 ft N of Hancock St
Counter: 22617
Site Code: 4
Station ID: 4
A to B NB
Latitude: 42' 44865.0000 North
Tri-State Traffic Data, Inc
(610) 466-1469
TSTData.com
Start 23-Jan-17 24-Jan-17 25-Jan-17 26-Jan-17 27-Jan-17 Weekday Average 28-Jan-17 29-Jan-17
Time NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB
12:00 AM ******0 1 0 1 0 1 ****
01:00 ******0 0 0 0 0 0 ****
02:00 ******0 0 0 1 0 0 ****
03:00 ******0 2 0 2 0 2 ****
04:00 ******0 1 0 0 0 0 ****
05:00 ******0 0 0 0 0 0 ****
06:00 ******0 1 0 0 0 0 ****
07:00 ******3 1 6 2 4 2 ****
08:00 ******9 5 8 7 8 6 ****
09:00 ******10 5 7 8 8 6 ****
10:00 ******8 8 11 10 10 9 ****
11:00 ****5 9 8 8 **6 8 ****
12:00 PM ****14 7 5 6 **10 6 ****
01:00 ****3 8 6 12 **4 10 ****
02:00 ****9 9 10 5 **10 7 ****
03:00 ****7 6 6 21 **6 14 ****
04:00 ****7 11 7 14 **7 12 ****
05:00 ****3 13 6 12 **4 12 ****
06:00 ****5 6 1 7 **3 6 ****
07:00 ****1 0 3 10 **2 5 ****
08:00 ****0 7 1 0 **0 4 ****
09:00 ****0 2 2 8 **1 5 ****
10:00 ****0 3 0 0 **0 2 ****
11:00 ****0 2 0 0 **0 1 ****
Total 0 0 0 0 54 83 85 127 32 31 83 118 0 0 0 0
Day 0 0 137 212 63 201 0 0
AM Peak ----11:00 11:00 09:00 10:00 10:00 10:00 10:00 10:00 ----
Vol.----5 9 10 8 11 10 10 9 ----
PM Peak ----12:00 17:00 14:00 15:00 --12:00 15:00 ----
Vol.----14 13 10 21 --10 14 ----
Comb.
Total 0 0 137 212 63 201 0 0
ADT ADT 209 AADT 209
Page 1
Road: Willow Ave
Location: 125 ft S of Hancock St
Counter: 22639
Site Code: 5
Station ID: 5
A to B NB
Latitude: 42' 44757.0000 North
Tri-State Traffic Data, Inc
(610) 466-1469
TSTData.com
Start 23-Jan-17 24-Jan-17 25-Jan-17 26-Jan-17 27-Jan-17 Weekday Average 28-Jan-17 29-Jan-17
Time NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB
12:00 AM ******0 0 0 0 0 0 ****
01:00 ******0 0 0 0 0 0 ****
02:00 ******0 0 0 0 0 0 ****
03:00 ******0 1 1 0 0 0 ****
04:00 ******0 0 0 0 0 0 ****
05:00 ******0 0 0 0 0 0 ****
06:00 ******0 1 0 0 0 0 ****
07:00 ******0 0 1 1 0 0 ****
08:00 ******0 0 0 5 0 2 ****
09:00 ******1 2 2 3 2 2 ****
10:00 ******1 1 4 2 2 2 ****
11:00 ******2 0 5 3 4 2 ****
12:00 PM ******1 1 **1 1 ****
01:00 ****2 3 6 4 **4 4 ****
02:00 ****4 1 5 3 **4 2 ****
03:00 ****6 1 3 1 **4 1 ****
04:00 ****0 3 2 1 **1 2 ****
05:00 ****3 6 6 2 **4 4 ****
06:00 ****3 1 2 3 **2 2 ****
07:00 ****1 0 2 3 **2 2 ****
08:00 ****0 6 0 0 **0 3 ****
09:00 ****0 0 1 1 **0 0 ****
10:00 ****0 0 1 0 **0 0 ****
11:00 ****0 0 0 0 **0 0 ****
Total 0 0 0 0 19 21 33 24 13 14 30 29 0 0 0 0
Day 0 0 40 57 27 59 0 0
AM Peak ------11:00 09:00 11:00 08:00 11:00 08:00 ----
Vol.------2 2 5 5 4 2 ----
PM Peak ----15:00 17:00 13:00 13:00 --13:00 13:00 ----
Vol.----6 6 6 4 --4 4 ----
Comb.
Total 0 0 40 57 27 59 0 0
ADT ADT 61 AADT 61
MISCELLANEOUS
TRAFFIC DATA
AND CALCULATIONS
NY State Plane, Central GRS 80 DatumMap Source: Tompkins County Digital Planimetric Map 1991-2007Data Source: City of Ithaca Department of Public Works, 2008Map Prepared by: GIS Program, City of Ithaca, NY, June, 2012
5
5
5
5
5 5
5
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W C L I NTON ST
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CECIL A MALO NE DR UNIVERSITY AVEE S EN ECA S TAUBURN STFAIR G R O U N D SM EM O R IALPKW YKLINE RD
KLINE RDHANCOCK ST
ELMIRA RDTAUGHANNOCK BLVDGLEN PLW Y A T E S S T
CRESCENT PL
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COTTAGE PLLINN STWILLARD LOOP
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W S TAT EST/ M. L.K. J R ST
BRINDLEY STN TIOGA STED G EMOORLA
S MEADOW STE G R E E N S T
S T IT U S A V E CAMPUSRDFA RM S T
E M A R SHALL ST
E C OU RT ST
E TO M PK I NS ST
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E L E WIS ST
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WILLETSPLS PLAIN STWEGMANSDRIVEWAYN CORN STGUSSIE STE BUF FAL O S TN CAYUGA STMARY ANN
WOOD DRFRANKLIN STFOUNTAINPLFRANKLIN STKI NG ST
HUDSONST EXT
QU E EN S T
MORRISAVEPARKER STS CORN STHANCOCK STS GENEVA STS MEADOW STN PLAIN STS ALBANY STMADISON STMONROE STALLEN STW JAY ST
W L E WI S ST
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C
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OR
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W T O M PKINS ST
S F
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THEKNOLL
WILLARDWAYCASCADILLA AVE
FALLCREEK DR
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SOUTHWESTPARK RDDEWITT PLS
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FAYETTE STLLENROC CTNEEDHAM PL
RENZETTI PL
W SPENCER STW COURT ST
N GENEVA STN ALBANY STGRANDVIEW CTHAWTHORNE PL
W G R EEN STN FULTON STWEGMANSDRIVEWAY SCHUYLER PLTERRACE PLREUBEN STPA RK ST STATE ROUTE 13E YO RK S T
TABER ST
P R O S P E C T S TSTATE ROUTE 13THURSTONAVE
LAKE STPLE AS A NT ST
C O L U MBIA STSEARS STHYE RS ST
C LE V EL AND AVE
S GENEVA STW FA L L S S T
SPENCER RDSOUTH HILL TERRIDGEWOOD RDLINN STFERRIS PLCASCADILLAAVECASS PARKACCESS ROADMORRIS HEIGHTSS TITUS AVE
PIER RD
GIL
E
S S
TPARK RDN TITUS AVECARPENTER CIRTAUGHANNOCK BLVDHUDSO N PL
CASCADILLAPARK RD
W SPENCER STTHIRD STCASS PARKACCESS ROAD±1:8,474
Proposed Bike Boulevard/Neighborhood Greenways
0 1,200600 Feet
Proposed Routes
Proposed Bike Lanes
Bike Boulevard
Cayuga Waterfront Trail
Parks
Waterway
5 Schools
City of Ithaca, NY
Commons
Farmer's Market
--- East - - WestNew York State Department of Transportation Page 1 of 2Speed Count Average Weekday Report Date: 09/20/2011Station: 366020 Start date: Mon 04/18/2011 16:00 Count duration: 162 hoursRoad #: 0790 Road name: HANCOCK ST End date: Mon 04/25/2011 09:45 Functional class: 17From: MEADOW ST County: Tompkins Factor group: 30To: AUBURN ST Town: ITHACA Batch ID: DOT-R3WW17Direction: EastCount taken by: Org: TST Init: WJ Speed limit: 30LION#: Processed by: Org: DOT Init: MABCounts have been summarized into NYSDOT EI standard binsSpeeds, mph0.0- 20.1- 25.1- 30.1- 35.1- 40.1- 45.1- 50.1- 55.1- 60.1- 65.1- 70.1- 75.1- % Exc % Exc % Exc % Exc % ExcHour 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 95.0 45.0 50.0 55.0 60.0 65.0 Avg 50th% 85th% Total1:00 0122100000000 0.00.00.00.00.029.2 30.0 35.6 62:00 1120000000000 0.00.00.00.00.020.8 25.0 28.6 43:00 0100000000000 0.00.00.00.00.022.5 22.6 24.3 14:00 0000000000000 0.00.00.00.00.00.00.00.005:00 0001000000000 0.00.00.00.00.032.5 32.6 34.3 16:00 1231000000000 0.00.00.00.00.023.0 25.9 30.0 77:00 2582000000000 0.00.00.00.00.023.5 26.0 29.7 178:00 3 14 185100000000 0.00.00.00.00.024.4 26.0 30.0 419:00 11 28 228200000000 0.00.00.00.00.022.4 24.4 29.9 7110:00 10 26 236000000000 0.00.00.00.00.022.2 24.4 29.2 6511:00 14 29 245100000000 0.00.00.00.00.021.5 23.9 29.0 7312:00 15 33 276100000000 0.00.00.00.00.021.7 24.0 29.1 8213:00 15 36 286000000000 0.00.00.00.00.021.6 23.9 28.8 8514:00 18 35 279000000000 0.00.00.00.00.021.4 23.8 29.2 8915:00 10 31 265100000000 0.00.00.00.00.022.4 24.3 29.1 7316:00 14 32 347000000000 0.00.00.00.00.022.2 24.7 29.2 8717:00 20 40 306000000000 0.00.00.00.00.021.1 23.6 28.6 9618:00 13 46 337200000000 0.00.00.00.00.022.5 24.1 29.1 10119:00 8 22 257100000000 0.00.00.00.00.023.1 25.4 29.8 6320:00 8 17 226100000000 0.00.00.00.00.022.8 25.5 29.8 5421:00 4 16 134000000000 0.00.00.00.00.023.0 24.6 29.5 3722:00 2 10 122100000000 0.00.00.00.00.024.1 25.7 29.6 2723:00 0662100000000 0.00.00.00.00.026.2 26.3 31.9 1524:00 1342000000000 0.00.00.00.00.024.1 26.3 31.3 10Avg. Daily Total 170 434 389 99 13 0 0 0 0 0 0 0 011050.0 0.0 0.0 0.0 0.0 22.3 24.5 29.4PercentCum. PercentAverage hour15.4%15.4%739.3%54.7%1835.2%89.9%169.0%98.8%41.2%100.0%10.0%100.0%00.0%100.0%00.0%100.0%00.0%100.0%00.0%100.0%00.0%100.0%00.0%100.0%00.0%100.0%046Avg. Speed 50th% Speed 85th% SpeedEast 22.3 24.5 29.4West 21.9 24.1 29.0Peak Hour DataDirection Hour Count 2-way Hour CountEast 18 101 A.M. 12 153West 17 94 P.M. 17 190
--- East - - WestNew York State Department of Transportation Page 2 of 2Speed Count Average Weekday Report Date: 09/20/2011Station: 366020 Start date: Mon 04/18/2011 16:00 Count duration: 162 hoursRoad #: 0790 Road name: HANCOCK ST End date: Mon 04/25/2011 09:45 Functional class: 17From: MEADOW ST County: Tompkins Factor group: 30To: AUBURN ST Town: ITHACA Batch ID: DOT-R3WW17Direction: WestCount taken by: Org: TST Init: WJ Speed limit: 30LION#: Processed by: Org: DOT Init: MABCounts have been summarized into NYSDOT EI standard binsSpeeds, mph0.0- 20.1- 25.1- 30.1- 35.1- 40.1- 45.1- 50.1- 55.1- 60.1- 65.1- 70.1- 75.1- % Exc % Exc % Exc % Exc % ExcHour 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 95.0 45.0 50.0 55.0 60.0 65.0 Avg 50th% 85th% Total1:00 0330000000000 0.00.00.00.00.024.8 25.0 28.6 62:00 0310000000000 0.00.00.00.00.023.6 23.4 27.0 43:00 2000000000000 0.00.00.00.00.013.3 10.0 17.0 24:00 0120000000000 0.00.00.00.00.025.6 26.3 28.9 35:00 0001000000000 0.00.00.00.00.032.5 32.6 34.3 16:00 0221000000000 0.00.00.00.00.026.0 26.3 31.3 57:00 1472000000000 0.00.00.00.00.024.6 26.5 30.0 148:00 5 11 154000000000 0.00.00.00.00.022.8 25.6 29.6 359:00 7 26 276100000000 0.00.00.00.00.023.3 25.1 29.5 6710:00 8 22 193000000000 0.00.00.00.00.022.0 24.1 28.8 5211:00 13 33 223000000000 0.00.00.00.00.021.3 23.5 28.3 7112:00 14 29 226000000000 0.00.00.00.00.021.4 23.8 29.0 7113:00 14 35 243100000000 0.00.00.00.00.021.4 23.6 28.5 7714:00 16 32 181000000000 0.00.00.00.00.020.3 22.8 27.5 6715:00 15 30 204000000000 0.00.00.00.00.020.9 23.3 28.5 6916:00 15 31 258100000000 0.00.00.00.00.021.7 24.1 29.4 8017:00 17 38 345000000000 0.00.00.00.00.021.6 24.0 28.7 9418:00 13 34 328000000000 0.00.00.00.00.022.3 24.5 29.3 8719:00 8 23 166100000000 0.00.00.00.00.022.4 24.2 29.7 5420:00 4 11 114000000000 0.00.00.00.00.022.9 25.0 29.8 3021:00 2882000000000 0.00.00.00.00.023.3 25.0 29.4 2022:00 2452000000000 0.00.00.00.00.022.8 25.6 30.2 1323:00 2452000000000 0.00.00.00.00.022.8 25.6 30.2 1324:00 1231000000000 0.00.00.00.00.023.0 25.9 30.0 7Avg. Daily Total 159 386 321 724000000009420.0 0.0 0.0 0.0 0.0 21.9 24.1 29.0PercentCum. PercentAverage hour16.9%16.9%741.0%57.9%1634.1%91.9%137.6%99.6%30.4%100.0%00.0%100.0%00.0%100.0%00.0%100.0%00.0%100.0%00.0%100.0%00.0%100.0%00.0%100.0%00.0%100.0%039Avg. Speed 50th% Speed 85th% SpeedEast 22.3 24.5 29.4West 21.9 24.1 29.0Peak Hour DataDirection Hour Count 2-way Hour CountEast 18 101 A.M. 12 153West 17 94 P.M. 17 190
NoMet?No A. Is a signal justified? NoNo B. # of crashes in a 12 month period that can be corrected by multi‐way stop control: 1No C.1.2.3.291 6:00 7:00 42 1 No No No No No No2 7:00 8:00 150 0 No No No No No No3 8:00 9:00 231 4 No No No No No No4 9:00 10:00 173 2 No No No No No No5 10:00 11:00 140 3 No No No No No No6 11:00 12:00 223 4 No No No No No No7 12:00 13:00 222 4 No No No No No No8 13:00 14:00 190 2 No No No No No No9 14:00 15:00 197 3 No No No No No No10 15:00 16:00 266 2 No No No Yes No No11 16:00 17:00 282 9 No No No Yes No No12 17:00 18:00 270 4 No No No Yes No No13 18:00 19:00 146 0 No No No No No No14 19:00 20:00 118 2 No No No No No No15 20:00 21:00 71 1 No No No No No No16 21:00 22:00 50 2 No No No No No NoNo D. Use when previous criteria have not been met:If 80% minimum values of Criteria B, C‐1, and C‐2 (C‐3 excluded) are satisfied, warrant is met.ASWC Warrant Criteria ‐ HANCOCK @ LAKE ‐ 2017 EXISTING CONDITIONSMUTCDBoth Met?D (80%)Major road approach volume (total of both) at least 300 vph for min 8 hours?Combined ped, bike, and veh volume on minor approach (total of both) at least 200 units per hour for the same 8 hours as criteria C‐1?If the 85th percentile speed on the major road exceeds 40 mph, may use 70% of the values in C‐1 and C‐2Minimum VolumesCriteriaTime PeriodFromMajor Road: Both App. (VPH)Minor Road: Both App. (VPH)MUTCDC‐1 C‐2Both Met?ToMajor Street 85th percentile mph:
NoMet?No A. Is a signal justified? NoNo B. # of crashes in a 12 month period that can be corrected by multi‐way stop control: 1No C.1.2.3.291 6:00 7:00 62 1 No No No No No No2 7:00 8:00 221 0 No No No No No No3 8:00 9:00 340 4 Yes No No Yes No No4 9:00 10:00 255 2 No No No Yes No No5 10:00 11:00 206 3 No No No No No No6 11:00 12:00 328 4 Yes No No Yes No No7 12:00 13:00 327 4 Yes No No Yes No No8 13:00 14:00 280 2 No No No Yes No No9 14:00 15:00 290 3 No No No Yes No No10 15:00 16:00 391 2 Yes No No Yes No No11 16:00 17:00 415 9 Yes No No Yes No No12 17:00 18:00 397 4 Yes No No Yes No No13 18:00 19:00 215 0 No No No No No No14 19:00 20:00 174 2 No No No No No No15 20:00 21:00 104 1 No No No No No No16 21:00 22:00 74 2 No No No No No NoNo D.Minimum VolumesASWC Warrant Criteria ‐ HANCOCK @ LAKE ‐ FULL DEVELOPMENTMUTCDMUTCDCriteriaIf 80% minimum values of Criteria B, C‐1, and C‐2 (C‐3 excluded) are satisfied, warrant is met.Major road approach volume (total of both) at least 300 vph for min 8 hours?Combined ped, bike, and veh volume on minor approach (total of both) at least 200 units per hour for the same 8 hours as criteria C‐1?If the 85th percentile speed on the major road exceeds 40 mph, may use 70% of the values in C‐1 and C‐2Major Street 85th percentile mph:Time PeriodFrom ToMajor Road: Both App. (VPH)Minor Road: Both App. (VPH)C‐1 C‐2Both Met?D (80%)Both Met?Use when previous criteria have not been met:
NoMet?No A. Is a signal justified? NoNo B. # of crashes in a 12 month period that can be corrected by multi‐way stop control: 2No C.1.2.3.291 6:00 7:00 36 0 No No No No No No2 7:00 8:00 144 2 No No No No No No3 8:00 9:00 236 6 No No No No No No4 9:00 10:00 168 8 No No No No No No5 10:00 11:00 154 11 No No No No No No6 11:00 12:00 195 12 No No No No No No7 12:00 13:00 209 7 No No No No No No8 13:00 14:00 178 14 No No No No No No9 14:00 15:00 192 11 No No No No No No10 15:00 16:00 252 18 No No No Yes No No11 16:00 17:00 281 13 No No No Yes No No12 17:00 18:00 264 16 No No No Yes No No13 18:00 19:00 140 8 No No No No No No14 19:00 20:00 98 7 No No No No No No15 20:00 21:00 56 4 No No No No No No16 21:00 22:00 38 5 No No No No No NoNo D.MUTCDC‐1 C‐2Both Met?ToMajor Street 85th percentile mph:Use when previous criteria have not been met:If 80% minimum values of Criteria B, C‐1, and C‐2 (C‐3 excluded) are satisfied, warrant is met.ASWC Warrant Criteria ‐ HANCOCK @ WILLOW ‐ 2017 EXISTING CONDITIONSMUTCDBoth Met?D (80%)Major road approach volume (total of both) at least 300 vph for min 8 hours?Combined ped, bike, and veh volume on minor approach (total of both) at least 200 units per hour for the same 8 hours as criteria C‐1?If the 85th percentile speed on the major road exceeds 40 mph, may use 70% of the values in C‐1 and C‐2Minimum VolumesCriteriaTime PeriodFromMajor Road: Both App. (VPH)Minor Road: Both App. (VPH)
NoMet?No A. Is a signal justified? NoNo B. # of crashes in a 12 month period that can be corrected by multi‐way stop control: 2No C.1.2.3.291 6:00 7:00 53 0 No No No No No No2 7:00 8:00 212 2 No No No No No No3 8:00 9:00 348 6 Yes No No Yes No No4 9:00 10:00 248 8 No No No Yes No No5 10:00 11:00 227 11 No No No No No No6 11:00 12:00 287 12 No No No Yes No No7 12:00 13:00 308 7 Yes No No Yes No No8 13:00 14:00 262 14 No No No Yes No No9 14:00 15:00 283 11 No No No Yes No No10 15:00 16:00 371 18 Yes No No Yes No No11 16:00 17:00 414 13 Yes No No Yes No No12 17:00 18:00 389 16 Yes No No Yes No No13 18:00 19:00 206 8 No No No No No No14 19:00 20:00 144 7 No No No No No No15 20:00 21:00 83 4 No No No No No No16 21:00 22:00 56 5 No No No No No NoNo D.If 80% minimum values of Criteria B, C‐1, and C‐2 (C‐3 excluded) are satisfied, warrant is met.Major road approach volume (total of both) at least 300 vph for min 8 hours?Combined ped, bike, and veh volume on minor approach (total of both) at least 200 units per hour for the same 8 hours as criteria C‐1?If the 85th percentile speed on the major road exceeds 40 mph, may use 70% of the values in C‐1 and C‐2Major Street 85th percentile mph:Time PeriodFrom ToMajor Road: Both App. (VPH)Minor Road: Both App. (VPH)C‐1 C‐2Both Met?D (80%)Both Met?Use when previous criteria have not been met:Minimum VolumesASWC Warrant Criteria ‐ HANCOCK @ WILLOW ‐ FULL DEVELOPMENTMUTCDMUTCDCriteria
Level of Service ResultsTotal TreeLen- Dir. Post. Width ofPvmt Occ. Bike Buff. Spcg.SwalkRoadSignals SegID Road Name From Togth ofLanes Spd. Paveme Width Park. Pave Lane Cross Width in % with Width Profile per (Ls)Sur. Th Con ADT (SPp)Wt(TPW)(OSPA)PCtPClMark Sec.(BW)BufferSidewalk(Ws)Cond Seg.ScoreGradeValue Grade(mi)#mph(ft)(ft)(%)(1..5)(1..5)(Y/N)(C/S)(ft)(ft/ctr)(ft)(1,2,3)(1..7)(A..F)(1..7)(A..F)1.0 Hancock Street 1st Auburn Street 0.14 EB 2 U 2,833 30 13.5 27.0 0 4.0 N C 10.0 40 100 5.0 1 0 2.26 B 1.53 B1.0 0.14 WB 2 U 2,833 30 13.5 27.0 0 4.0 N C 10.0 40 100 5.0 1 0 2.44 B 1.64 B2.0 Lake Avenue Madison Street Hancock Street 0.07 NB 2 U 80 30 8.0 16.0 0 2.5 N C 0.0 0 0 0.0 1 0 1.32 A 3.03 C2.0 0.07 SB 2 U 80 30 8.0 16.0 0 2.5 N C 7.0 40 100 5.0 1 0 1.32 A 1.52 B3.0 Willow Avenue Madison Street Hancock Street 0.07 NB 2 U 61 30 8.0 16.0 0 3.0 N C 6.0 40 100 5.0 1 0 0.94 A 1.59 B3.0 0.07 SB 2 U 61 30 8.0 16.0 0 3.0 N C 0.0 0 0 0.0 1 0 0.94 A 3.02 C4.0 Willow Avenue Hancock Street Adams Street 0.07 NB 2 U 209 30 8.0 16.0 0 3.0 N C 6.0 40 100 5.0 1 0 1.54 B 1.61 B4.0 0.07 SB 2 U 209 30 8.0 16.0 0 3.0 N C 0.0 0 0 0.0 1 0 1.54 B 3.06 CLOS LOSPedestrianBicycleS:\Projects\2016\36070.0 Hancock.Lake.Willow\Ped Bike Level of Service\PBLOS AnalysisPage 1 of 12/15/2017 3:01 PM
LEVEL OF SERVICE:
CRITERIA/DEFINITIONS
Level of Service Criteria
Highway Capacity Manual 2010
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
LEVEL OF SERVICE:
CALCULATIONS
HCM 2010 TWSC 2017 Existing Conditions - AM Peak Hour1: Lake Ave & Hancock Street2/15/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 1IntersectionInt Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBRVol, veh/h 148 2 0 94 1 2Conflicting Peds, #/hr 0 4 4 0 10 10Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 87 87 87 87 75 75Heavy Vehicles, % 4 0 0 3 0 0Mvmt Flow 170 2 0 108 1 3 Major/Minor Major1 Major2 Minor1Conflicting Flow All 0 0 182 0 289 185 Stage 1 - - - - 181 - Stage 2 - - - - 108 -Critical Hdwy - - 4.1 - 6.4 6.2Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy - - 2.2 - 3.5 3.3Pot Cap-1 Maneuver - - 1405 - 706 862 Stage 1 - - - - 855 - Stage 2 - - - - 921 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 1399 - 698 852Mov Cap-2 Maneuver - - - - 698 - Stage 1 - - - - 848 - Stage 2 - - - - 917 - Approach EB WB NBHCM Control Delay, s 0 0 9.6HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBTCapacity (veh/h) 794 - - 1399 -HCM Lane V/C Ratio 0.005 - - - -HCM Control Delay (s) 9.6 - - 0 -HCM Lane LOS A - - A -HCM 95th %tile Q(veh) 0 - - 0 -HCM 2010 TWSC 2017 Existing Conditions - AM Peak Hour2: Willow Ave & Hancock Street2/15/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 2IntersectionInt Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRVol, veh/h 7 141 0 0 92 1 0 0 1 1 0 4Conflicting Peds, #/hr 11 0 11 11 0 11 9 0 9 9 0 9Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 86 86 86 86 86 86 25 25 25 42 42 42Heavy Vehicles, % 15 10 0 0 6 0 0 0 0 0 0 25Mvmt Flow 8 164 0 0 107 1 0 0 4 2 0 10 Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 117 0 0 173 0 0 310 306 184 308 306 128 Stage 1 - - - - - - 189 189 - 117 117 - Stage 2 - - - - - - 121 117 - 191 189 -Critical Hdwy 4.25 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.45Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.335 - - 2.2 - - 3.5 4 3.3 3.5 4 3.525Pot Cap-1 Maneuver 1394 - - 1416 - - 646 611 864 648 611 864 Stage 1 - - - - - - 817 748 - 892 803 - Stage 2 - - - - - - 888 803 - 815 748 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1378 - - 1400 - - 625 600 849 631 600 849Mov Cap-2 Maneuver - - - - - - 625 600 - 631 600 - Stage 1 - - - - - - 807 739 - 882 798 - Stage 2 - - - - - - 868 798 - 797 739 - Approach EB WB NB SBHCM Control Delay, s 0.4 0 9.3 9.6HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 849 1378 - - 1400 - - 794HCM Lane V/C Ratio 0.005 0.006-----0.015HCM Control Delay (s) 9.3 7.6 0 - 0 - - 9.6HCM Lane LOS A A A - A - - AHCM 95th %tile Q(veh) 0 0 - - 0 - - 0
HCM 2010 TWSC 2017 Existing Conditions - PM Peak Hour1: Lake Ave & Hancock Street2/15/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 1IntersectionInt Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBRVol, veh/h 174 3 0 145 4 4Conflicting Peds, #/hr 0 3 3 0 10 10Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 70 70 84 84 50 50Heavy Vehicles, % 1 0 0 1 0 0Mvmt Flow 249 4 0 173 8 8 Major/Minor Major1 Major2 Minor1Conflicting Flow All 0 0 263 0 434 264 Stage 1 - - - - 261 - Stage 2 - - - - 173 -Critical Hdwy - - 4.1 - 6.4 6.2Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy - - 2.2 - 3.5 3.3Pot Cap-1 Maneuver - - 1313 - 583 780 Stage 1 - - - - 787 - Stage 2 - - - - 862 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 1309 - 577 771Mov Cap-2 Maneuver - - - - 577 - Stage 1 - - - - 781 - Stage 2 - - - - 859 - Approach EB WB NBHCM Control Delay, s 0 0 10.6HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBTCapacity (veh/h) 660 - - 1309 -HCM Lane V/C Ratio 0.024 - - - -HCM Control Delay (s) 10.6 - - 0 -HCM Lane LOS B - - A -HCM 95th %tile Q(veh) 0.1 - - 0 -HCM 2010 TWSC 2017 Existing Conditions - PM Peak Hour2: Willow Ave & Hancock Street2/15/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 2IntersectionInt Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRVol, veh/h 3 171 0 1 127 1 3 1 1 3 0 14Conflicting Peds, #/hr 14 0 14 14 0 14 8 0 8 8 0 8Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 74 74 74 87 87 87 42 42 42 61 61 61Heavy Vehicles, % 0 2 0 0 1 0 0 0 0 0 0 0Mvmt Flow 4 231 0 1 146 1 7 2 2 5 0 23 Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 155 0 0 239 0 0 415 404 253 407 404 169 Stage 1 - - - - - - 247 247 - 157 157 - Stage 2 - - - - - - 168 157 - 250 247 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1438 - - 1340 - - 551 539 791 558 539 880 Stage 1 - - - - - - 761 706 - 850 772 - Stage 2 - - - - - - 839 772 - 759 706 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1417 - - 1321 - - 524 531 776 542 531 863Mov Cap-2 Maneuver - - - - - - 524 531 - 542 531 - Stage 1 - - - - - - 755 700 - 843 767 - Stage 2 - - - - - - 804 767 - 741 700 - Approach EB WB NB SBHCM Control Delay, s 0.1 0.1 11.5 9.8HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 562 1417 - - 1321 - - 781HCM Lane V/C Ratio 0.021 0.003 - - 0.001 - - 0.036HCM Control Delay (s) 11.5 7.5 0 - 7.7 0 - 9.8HCM Lane LOS B A A - A A - AHCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1
+&07:6& )XOO'HYHORSPHQW&RQGLWLRQV$03HDN+RXU /DNH$YH +DQFRFN6WUHHW2/22/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 1IntersectionInt Delay, s/veh 0.1Movement EBT EBR WBL WBT NBL NBRVol, veh/h 186 2 0 131 1 2Conflicting Peds, #/hr 0 4 4 0 10 10Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 87 87 87 87 75 75Heavy Vehicles, % 4 0 0 3 0 0Mvmt Flow 214 2 0 151 1 3Major/Minor Major1 Major2 Minor1Conflicting Flow All 0 0 226 0 376 229 Stage 1 - - - - 225 - Stage 2 - - - - 151 -Critical Hdwy - - 4.1 - 6.4 6.2Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy - - 2.2 - 3.5 3.3Pot Cap-1 Maneuver - - 1354 - 629 815 Stage 1 - - - - 817 - Stage 2 - - - - 882 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 1348 - 621 805Mov Cap-2 Maneuver - - - - 621 - Stage 1 - - - - 811 - Stage 2 - - - - 878 -Approach EB WB NBHCM Control Delay, s 0 0 9.9HCM LOS AMinor Lane/Major Mvmt NBLn1 EBT EBR WBL WBTCapacity (veh/h) 733 - - 1348 -HCM Lane V/C Ratio 0.005 - - - -HCM Control Delay (s) 9.9 - - 0 -HCM Lane LOS A - - A -HCM 95th %tile Q(veh) 0 - - 0 -+&07:6& )XOO'HYHORSPHQW&RQGLWLRQV$03HDN+RXU :LOORZ$YH +DQFRFN6WUHHW2/22/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 2IntersectionInt Delay, s/veh 0.6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRVol, veh/h 7 179 0 0 129 1 0 0 1 1 0 4Conflicting Peds, #/hr 11 0 11 11 0 11 9 0 9 9 0 9Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 86 86 86 86 86 86 25 25 25 42 42 42Heavy Vehicles, % 15 10 0 0 6 0 0 0 0 0 0 25Mvmt Flow 8 208 0 0 150 1 0 0 4 2 0 10Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 160 0 0 217 0 0 397 393 228 395 393 171 Stage 1 - - - - - - 233 233 - 160 160 - Stage 2 - - - - - - 164 160 - 235 233 -Critical Hdwy 4.25 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.45Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.335 - - 2.2 - - 3.5 4 3.3 3.5 4 3.525Pot Cap-1 Maneuver 1344 - - 1365 - - 567 546 816 568 546 816 Stage 1 - - - - - - 775 716 - 847 769 - Stage 2 - - - - - - 843 769 - 773 716 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1329 - - 1350 - - 548 536 802 553 536 802Mov Cap-2 Maneuver - - - - - - 548 536 - 553 536 - Stage 1 - - - - - - 765 707 - 836 765 - Stage 2 - - - - - - 824 765 - 755 707 -Approach EB WB NB SBHCM Control Delay, s 0.3 0 9.5 10HCM LOS A BMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 802 1329 - - 1350 - - 736HCM Lane V/C Ratio 0.005 0.006-----0.016HCM Control Delay (s) 9.5 7.7 0 - 0 - - 10HCM Lane LOS A A A - A - - BHCM 95th %tile Q(veh) 0 0 - - 0 - - 0
+&07:6& )XOO'HYHORSPHQW&RQGLWLRQV303HDN+RXU /DNH$YH +DQFRFN6WUHHW2/22/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 1IntersectionInt Delay, s/veh 0.3Movement EBT EBR WBL WBT NBL NBRVol, veh/h 256 3 0 196 4 4Conflicting Peds, #/hr 0 3 3 0 10 10Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 70 70 84 84 50 50Heavy Vehicles, % 1 0 0 1 0 0Mvmt Flow 366 4 0 233 8 8Major/Minor Major1 Major2 Minor1Conflicting Flow All 0 0 380 0 611 381 Stage 1 - - - - 378 - Stage 2 - - - - 233 -Critical Hdwy - - 4.1 - 6.4 6.2Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy - - 2.2 - 3.5 3.3Pot Cap-1 Maneuver - - 1190 - 460 671 Stage 1 - - - - 697 - Stage 2 - - - - 810 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 1186 - 455 664Mov Cap-2 Maneuver - - - - 455 - Stage 1 - - - - 691 - Stage 2 - - - - 807 -Approach EB WB NBHCM Control Delay, s 0 0 11.9HCM LOS BMinor Lane/Major Mvmt NBLn1 EBT EBR WBL WBTCapacity (veh/h) 540 - - 1186 -HCM Lane V/C Ratio 0.03 - - - -HCM Control Delay (s) 11.9 - - 0 -HCM Lane LOS B - - A -HCM 95th %tile Q(veh) 0.1 - - 0 -+&07:6& )XOO'HYHORSPHQW&RQGLWLRQV303HDN+RXU :LOORZ$YH +DQFRFN6WUHHW2/22/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 2IntersectionInt Delay, s/veh 0.8Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRVol, veh/h 3 253 0 1 178 1 3 1 1 3 0 14Conflicting Peds, #/hr 14 0 14 14 0 14 8 0 8 8 0 8Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 74 74 74 87 87 87 42 42 42 61 61 61Heavy Vehicles, % 0 2 0 0 1 0 0 0 0 0 0 0Mvmt Flow 4 342 0 1 205 1 7 2 2 5 0 23Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 214 0 0 350 0 0 585 574 364 575 573 227 Stage 1 - - - - - - 358 358 - 215 215 - Stage 2 - - - - - - 227 216 - 360 358 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1368 - - 1220 - - 425 432 685 432 432 817 Stage 1 - - - - - - 664 631 - 792 729 - Stage 2 - - - - - - 780 728 - 662 631 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1348 - - 1202 - - 403 425 672 419 425 801Mov Cap-2 Maneuver - - - - - - 403 425 - 419 425 - Stage 1 - - - - - - 658 625 - 785 725 - Stage 2 - - - - - - 746 724 - 645 625 -Approach EB WB NB SBHCM Control Delay, s 0.1 0 13.4 10.4HCM LOS B BMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 443 1348 - - 1202 - - 690HCM Lane V/C Ratio 0.027 0.003 - - 0.001 - - 0.04HCM Control Delay (s) 13.4 7.7 0 - 8 0 - 10.4HCM Lane LOS B A A - A A - BHCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1
+&0$:6& )XOO'HYHORSPHQW&RQGLWLRQV $:6& $03HDN+RXU /DNH$YH +DQFRFN6WUHHW2/22/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 1IntersectionIntersection Delay, s/veh 8.2Intersection LOS AMovement EBU EBT EBR WBU WBL WBT NBU NBL NBRVol, veh/h 0 186 2 0 0 131 0 1 2Peak Hour Factor 0.92 0.87 0.87 0.92 0.87 0.87 0.92 0.75 0.75Heavy Vehicles, % 240203 20 0Mvmt Flow 0 214 2 0 0 151 0 1 3Number of Lanes 010001 01 0Approach EB WB NBOpposing Approach WB EB Opposing Lanes 1 1 0Conflicting Approach Left NB EBConflicting Lanes Left 0 1 1Conflicting Approach Right NB WBConflicting Lanes Right 1 0 1HCM Control Delay 8.4 8 7.4HCM LOS A A A Lane NBLn1 EBLn1 WBLn1Vol Left, % 33% 0% 0%Vol Thru, % 0% 99% 100%Vol Right, % 67% 1% 0%Sign Control Stop Stop StopTraffic Vol by Lane 3 188 131LT Vol 100Through Vol 0 186 131RT Vol 220Lane Flow Rate 4 216 151Geometry Grp 1 1 1Degree of Util (X) 0.005 0.245 0.172Departure Headway (Hd) 4.35 4.081 4.119Convergence, Y/N Yes Yes YesCap 828 877 867Service Time 2.35 2.115 2.165HCM Lane V/C Ratio 0.005 0.246 0.174HCM Control Delay 7.4 8.4 8HCM Lane LOS A A AHCM 95th-tile Q 0 1 0.6+&0$:6& )XOO'HYHORSPHQW&RQGLWLRQV $:6& $03HDN+RXU :LOORZ$YH +DQFRFN6WUHHW2/22/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 2IntersectionIntersection Delay, s/veh 8.6Intersection LOS AMovement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBRVol, veh/h 0 7 179 0 0 0 12910001Peak Hour Factor 0.92 0.86 0.86 0.86 0.92 0.86 0.86 0.86 0.92 0.25 0.25 0.25Heavy Vehicles, % 2 15 10020602000Mvmt Flow 0820800015010004Number of Lanes001000100010Approach EB WB NBOpposing Approach WB EB SBOpposing Lanes 1 1 1Conflicting Approach Left SB NB EBConflicting Lanes Left 1 1 1Conflicting Approach Right NB SB WBConflicting Lanes Right 1 1 1HCM Control Delay 8.9 8.2 7.2HCM LOS A A A Lane NBLn1 EBLn1 WBLn1 SBLn1Vol Left, % 0% 4% 0% 20%Vol Thru, % 0% 96% 99% 0%Vol Right, % 100% 0% 1% 80%Sign Control Stop Stop Stop StopTraffic Vol by Lane 1 186 130 5LT Vol 0701Through Vol 0 179 129 0RT Vol 1014Lane Flow Rate 4 216 151 12Geometry Grp1111Degree of Util (X) 0.005 0.259 0.176 0.014Departure Headway (Hd) 4.131 4.305 4.188 4.282Convergence, Y/N Yes Yes Yes YesCap 872 831 848 841Service Time 2.131 2.348 2.253 2.283HCM Lane V/C Ratio 0.005 0.26 0.178 0.014HCM Control Delay 7.2 8.9 8.2 7.3HCM Lane LOSAAAAHCM 95th-tile Q 0 1 0.6 0
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+&0$:6& )XOO'HYHORSPHQW&RQGLWLRQV $:6& 303HDN+RXU /DNH$YH +DQFRFN6WUHHW2/22/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 1IntersectionIntersection Delay, s/veh 9.7Intersection LOS AMovement EBU EBT EBR WBU WBL WBT NBU NBL NBRVol, veh/h 0 256 3 0 0 196 0 4 4Peak Hour Factor 0.92 0.70 0.70 0.92 0.84 0.84 0.92 0.50 0.50Heavy Vehicles, % 210201 20 0Mvmt Flow 0 366 4 0 0 233 0 8 8Number of Lanes 010001 01 0Approach EB WB NBOpposing Approach WB EB Opposing Lanes 1 1 0Conflicting Approach Left NB EBConflicting Lanes Left 0 1 1Conflicting Approach Right NB WBConflicting Lanes Right 1 0 1HCM Control Delay 10.2 8.9 8.1HCM LOS B A A Lane NBLn1 EBLn1 WBLn1Vol Left, % 50% 0% 0%Vol Thru, % 0% 99% 100%Vol Right, % 50% 1% 0%Sign Control Stop Stop StopTraffic Vol by Lane 8 259 196LT Vol 400Through Vol 0 256 196RT Vol 430Lane Flow Rate 16 370 233Geometry Grp 1 1 1Degree of Util (X) 0.022 0.423 0.274Departure Headway (Hd) 4.98 4.111 4.22Convergence, Y/N Yes Yes YesCap 723 866 838Service Time 2.98 2.184 2.316HCM Lane V/C Ratio 0.022 0.427 0.278HCM Control Delay 8.1 10.2 8.9HCM Lane LOS A B AHCM 95th-tile Q 0.1 2.1 1.1+&0$:6& )XOO'HYHORSPHQW&RQGLWLRQV $:6& 303HDN+RXU :LOORZ$YH +DQFRFN6WUHHW2/22/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 2IntersectionIntersection Delay, s/veh 9.4Intersection LOS AMovement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBRVol, veh/h 0 3 253 0 0 1 17810311Peak Hour Factor 0.92 0.74 0.74 0.74 0.92 0.87 0.87 0.87 0.92 0.42 0.42 0.42Heavy Vehicles, %202020102000Mvmt Flow 0434200120510722Number of Lanes001000100010Approach EB WB NBOpposing Approach WB EB SBOpposing Lanes 1 1 1Conflicting Approach Left SB NB EBConflicting Lanes Left 1 1 1Conflicting Approach Right NB SB WBConflicting Lanes Right 1 1 1HCM Control Delay 10 8.8 8.2HCM LOS A A A Lane NBLn1 EBLn1 WBLn1 SBLn1Vol Left, % 60% 1% 1% 18%Vol Thru, % 20% 99% 99% 0%Vol Right, % 20% 0% 1% 82%Sign Control Stop Stop Stop StopTraffic Vol by Lane 5 256 180 17LT Vol 3313Through Vol 1 253 178 0RT Vol 10114Lane Flow Rate 12 346 207 28Geometry Grp1111Degree of Util (X) 0.017 0.397 0.249 0.036Departure Headway (Hd) 5.129 4.129 4.335 4.643Convergence, Y/N Yes Yes Yes YesCap 700 858 832 774Service Time 3.141 2.219 2.341 2.655HCM Lane V/C Ratio 0.017 0.403 0.249 0.036HCM Control Delay 8.2 10 8.8 7.8HCM Lane LOSAAAAHCM 95th-tile Q 0.1 1.9 1 0.1
+&0$:6& )XOO'HYHORSPHQW&RQGLWLRQV $:6& 303HDN+RXU :LOORZ$YH +DQFRFN6WUHHW2/22/2017Hancock, Lake, and Willow Multi-Way Stop Investigation Synchro 8 ReportSRF & AssociatesPage 3IntersectionIntersection Delay, s/vehIntersection LOSMovement SBU SBL SBT SBRVol, veh/h 0 3 0 14Peak Hour Factor 0.92 0.61 0.61 0.61Heavy Vehicles, %2000Mvmt Flow 0 5 0 23Number of Lanes0010Approach SBOpposing Approach NBOpposing Lanes 1Conflicting Approach Left WBConflicting Lanes Left 1Conflicting Approach Right EBConflicting Lanes Right 1HCM Control Delay 7.8HCM LOS A Lane