Proposed Office Building Traffic Impact Study Chicago Avenue Evanston, Illinois
|
|
- Allan Lane
- 5 years ago
- Views:
Transcription
1 Proposed Office Building Traffic Impact Study Chicago Avenue Evanston, Illinois Prepared For: HOLABIRD & ROOT, LLC Prepared by: Eriksson Engineering Associates, Ltd. 145 Commerce Drive, Ste A, Grayslake, IL
2 ERIKSSON ENGINEERING ASSOCIATES, ltd. 1 INTRODUCTION This report summarizes the results of a transportation analysis for a proposed office building in the Central Business District of the City of Evanston, Illinois. The proposed office building is located on two separate lots at 1714 and 1720 Chicago Avenue. Each lot contains part of a City of Evanston public surface parking lot with metered parking. Vehicular access to the lot is provided by a two-way alley that runs from Clark Street to Church Street between Chicago and Orrington Avenues. No vehicular access is provided on Church Street. The two lots provide a total of 73 metered parking spaces. A 12-story office building is planned on the site with 149,976 square feet of gross floor area with a 117 space parking garage. Five of the parking spaces will be accessible. The request for proposal for the redevelopment of the site stipulates that public parking be incorporated into the plan. Figure 1 illustrates the site location and the area roadways. Methodology The purpose of this study was to identify the transportation system serving the site, to determine its transportation characteristics, and to evaluate the need for improvements to support the proposed development. In the City of Evanston, an evaluation of the transportation access for a development includes the network serving pedestrians, public transportation, bicycle, vehicles, and service trucks around the site. The area studied in this report is bounded by Orrington Avenue to the west, Chicago Avenue to the east, Davis Street to the south, and Clark Street/Elgin Road to the north. Data was collected on existing pedestrian, bicycle, and vehicular traffic volumes along with an inventory of traffic control devices, sidewalks, bike lanes, parking, and traffic lanes. Projections were made of future traffic volumes by the proposed and other nearby developments and combined with the existing traffic volumes. Analyses were conducted and recommendations developed for the transportation needs to accommodate the development. Conclusions With the additional traffic generated by the office building, along with nearby developments and other area traffic growth, the following conclusions and recommendations were developed: 1. The street network can accommodate the additional traffic from the proposed project, nearby developments, and other traffic growth. 2. The location of the site and the availability of public transportation, walking and biking will minimize the volume of vehicular traffic generated by the site. 3. Indoor bike storage is proposed as part of the building plan. 4. All intersections within the study area work at acceptable levels of service and delay. There in a small increase in delays from the projected traffic growth. 5. The proposed loading dock can serve semi-trailer deliveries and refuse trucks Chicago Avenue Traffic Study May 31,
3 Clark Street Orrington Avenue Alley Evanston Library SITE Chicago Avenue Church Street ERIKSSON ENGINEERING ASSOCIATES, LTD. Site Location & Area Roadways Figure 1
4 ERIKSSON ENGINEERING ASSOCIATES, ltd. 2 EXISTING TRANSPORTATION NETWORK Site Location The proposed office building is located on two separate lots at 1714 and 1720 Chicago Avenue within Evanston s Central Business District. It is bounded by Chicago Avenue to the east, a public alley to the west, the Woman s Club of Evanston building to the south, Frances Willard House Museum to the north. Each lot contains part of a City of Evanston public surface lot with 73 metered parking spaces. Vehicular access to the lot is provided from the two-way alley that runs from Clark Street to Church Street between Chicago and Orrington Avenues. No vehicular access is provided directly onto Church Street. Existing Roadway Characteristics A description of the study area roadways providing access to the site is illustrated in Figure 2 and provided below: Clark Street (Elgin Road) is an east-west roadway with one travel lane in each direction with on-street parking. It is under stop sign control at Orrington Avenue and a traffic signal at Chicago Avenue. Church Street is an east-west one-way eastbound roadway with two travel lanes and on-street parking. It has traffic signals at Orrington and Chicago Avenues. There is an eastbound bike lane on the south side of the street. Davis Street is an east-west road traveling one-way westbound through the Central Business District with two travel lanes. It has traffic signals at Orrington and Chicago Avenues. There is a westbound bike lane on the north side of the street. Chicago Avenue is a north-south roadway traveling through the City of Evanston with one lane in each direction. It is signalized at Clark, Church, and Davis Streets. It has a two-way protected bike lane on the east side. Metered parking is provided along its length. It has a 30 mph speed limit. Orrington Avenue is a north-south roadway traveling northbound with one travel lane at Davis Street and two lanes further north. It has a mixture of angled and parallel on-street parking. It is signalized at Church, and Davis Streets. It is under stop sign control at Clark Street. There is a public alley that runs between Orrington and Chicago Avenue from Clark Street to south of Davis Street. This alley currently provides access to the site. Pedestrians The streets within the study area provide sidewalks on both sides. All intersections provide painted cross-walks with pedestrian signals except at Orrington Avenue at Clark Street which provides stop signs at the crosswalks. Existing Vehicular, Pedestrian and Bicycle Volumes Weekday morning (7:00 to 8:00 AM) and afternoon (4:00 to 6:00 PM) manual counts of pedestrians, bicyclists, and vehicles were conducted at the following study area intersections: Chicago Avenue at: Clark Street Church Street Orrington Avenue at: Clark Street Church Street Public Alley at: Clark Street Church Street Library Exit Ramp/Parking Lot Chicago Avenue Traffic Study May 31,
5 ERIKSSON ENGINEERING ASSOCIATES, ltd. Additional counts on Davis Street at Chicago and Orrington Avenues were obtained from the traffic study for the Davis Street development. These counts showed the peak-hours of traffic occurring from 8:00 AM to 9:00 AM and 5:00 to 6:00 PM on a weekday. Figures 3 and 4 illustrates the existing vehicular and pedestrian/bike volumes respectively. Copies of the counts can be found in the Appendix. Bicycle Routes City of Evanston s Area Bike Map classifies Chicago Avenue, Davis Street, Church Street, and Clark Street as designated bike routes. Chicago Avenue has a two-way protected bike lane. Church Street (south side) and Davis Street (north side) have one-way protected bike lanes. Divvy Bike racks are located at Benson/Church, at Chicago/Sheridan, and at Chicago/Dempster. Figure 5 illustrates the existing bike routes. Public Transportation Evanston s Central Business District is well served by a variety of transportation options available from Metra, Chicago Transit Authority (CTA) trains and buses and PACE buses which are shown on Figure 6. The Metra Union Pacific North Line (UP-N) has a stop just north of Davis Street with a three to four block walk to the site from this station. Daily service is provided between the Ogilvie Transportation Center and Kenosha, Wisconsin. CTA Purple Line provides rapid transit train service between Linden (in Wilmette) and Howard (in Chicago) via Evanston. Additionally, during weekday rush-periods, express service continues to downtown Loop. There are a two bus routes (201 and 205) with bus stops near the site. Additional buses are available within a short walk. Bus Route 205 Chicago/Golf runs between the Howard Street rapid transit station and the Cook County Court House in Skokie. It runs along Church Street (eastbound) and Davis Street (westbound) to Chicago Avenue (northbound and southbound) Monday thru Friday. Bus Route 201 Central/Ridge runs between the Howard Street rapid transit station and the Old Orchard Shopping Center in Skokie. It runs along Church Street (eastbound) and Davis Street (westbound) to Chicago Avenue (northbound and southbound) Monday thru Saturday. Use of Alternate Transportation Given that the site is located in located in Downtown Evanston with a number of alternative transportation modes including public transportation (heavy rail, elevated trains, and buses), bikeways, and walking routes, a reduction in the amount of vehicles usage at the office building is warranted. The US census data for the City of Evanston, including the downtown area, provided the modes of transportation by workers traveling to work within the City of Evanston. Table 1 below summarizes the travel modes by type Chicago Avenue Traffic Study May 31,
6 ERIKSSON ENGINEERING ASSOCIATES, ltd. Main Mode Auto Transit Other Table 1 City of Evanston Travel to Work in Evanston by Mode Mode Number of Workers Percentage Worked at Home 2,705 - Drive Alone 24, % Carpool-2 2, % Carpool % Bus 2, % Subway/Elevated 3, % Railroad % Other % Taxicab % Bicycle 1, % Motorcycle % Walk 4, % Other % TOTAL 43, % Total Percentage Driving to Work (1) 64.33% (1) Drive Alone+(Carpool-2)/2+(Carpool-3)/3+Motorcycle Chicago Avenue Traffic Study May 31,
7 Clark Street Elgin Road M M M M M Clark Street M M Loading Zone Loading Alley M M M No Parking Church SITE Street Davis Street Loading M M Orrington Avenue M M M No Parking No Parking M M M Chicago Avenue LEGEND Traffic Signal Stop Sign M M Travel Lane M Bike Lane Crosswalk M M M Metered Parking ERIKSSON ENGINEERING ASSOCIATES, LTD. Existing Roadway Geometrics Figure 2
8 Elgin Clark Street Road 217 (263) (54) 51 (254) (348) (5) 5 (299) 253 (13) 10 5 (5) - (-) 5 (5) 5 (5) 320 (320) 4 (9) 18 (42) 9 (42) 117 (236) 8 (20) 184 (161) (23) 14 (-) - (15) 3 (32) 26 (187) 162 (100) (46) Clark Alley (131) 127 (150) 218 (2) 15 Street 3 (5) 6 (15) SITE 4 (16) Church (5) 0 (5) 2 1 (11) Street (119) 111 (421) 341 (160) 98 (95) 44 (48) 13 (445) 333 (23) 39 - (-) 6 (20) (30) 5 (18) 6 8 (16) 193 (336) Davis Street (128) (134) 306 (374) Orrington Avenue 47 (67) (0) 1 38 (58) 364 (441) (3) 2 96 (184) (11) (388) (55) 41 (215) 200 (206) (24) Chicago Avenue 150 (170) 24 (30) (46) 46 (228) 319 LEGEND 00 (00) Traffic Signal Stop Sign AM Peak Hour 8:00AM - 9:00AM PM Peak Hour 5:00PM - 6:00PM (145) 156 (250) 469 ERIKSSON ENGINEERING ASSOCIATES, LTD. Existing Traffic Volumes Figure 3
9 Elgin Road 61 (122) Clark Street 95 (172) (11) 9 (72) (22) (13) (100) 50 (100) (14) (19) 58 (143) 2 (57) 78 (271) 11 (16) 39 Clark Alley 152 (335) (10) 94 (198) Street SITE 1 (1) Church Street (71) 13 (59) (29) 41 (329) 29 (131) 3 (2) 7 43 (52) 39 (85) (24) 4 (8) 6 (13) 97 (214) (8) 11 (27) 25 2 (4) 144 (307) 94 (89) 89 2 (5) Davis Street 4 (2) 75 (102) 82 (136) (2) 5 Orrington Avenue 1 (0) (3) 74 (121) (106) (5) (5) 54 (119) (185) (123) 80 (105) 75 Chicago Avenue 6 (0) 86 (142) (24) 4 (110) LEGEND 00 (00) Traffic Signal Stop Sign AM Peak Hour 8:00AM - 9:00AM PM Peak Hour 5:00PM - 6:00PM (2) 6 ERIKSSON ENGINEERING ASSOCIATES, LTD. Existing Pedestrian & Bike Volumes Figure 4
10 Bike Routes ERIKSSON ENGINEERING ASSOCIATES, LTD. Source: City of Evanston Bike Map Figure 5
11 SITE ERIKSSON ENGINEERING ASSOCIATES, LTD. Source: PACE Evanston Public Transportation Figure 6
12 ERIKSSON ENGINEERING ASSOCIATES, ltd. 3 - DEVELOPMENT CHARACTERISTICS Existing and Proposed Site Use The project site is currently occupied by a 73 space metered public parking lot with access on the public alley. No access is provided to Chicago Avenue. A 12-story office building is planned on the site with 149,976 square feet of gross floor area and a 117 space parking garage. Five of the parking spaces will be accessible. The request for proposal for the redevelopment of the site stipulates that public parking be incorporated into the plan. Access will remain on the public alley with no vehicular access to Chicago Avenue. Site Trip Generation Vehicular volumes generated by the proposed development were estimated from the Institute of Transportation Engineer s Trip Generation Manual, 10 th Edition for similar office buildings. These estimates are based on suburban locations without access to public transportation and walking/bike paths. With the site s close proximity to good public transportation and other alternative travel modes, the trip volumes were reduced by 35% based on the census data on work trip travel behavior. The ITE trip generation data is based on their definition of gross floor area which includes the total building area minus parking areas or 155,986 square feet for the proposed building. Table 2 summarizes the estimated office generated traffic volumes. Land Use Size Type Office 186,694 sq. ft. Table 2 Office Trip Generation Estimates AM Peak Hour PM Peak Hour In Out Total In Out Total Total % reduction Net Traffic Volumes Directional Distribution The trip distribution for the development is based on a combination of the existing traffic volumes, the existing road system, traffic congestion, and the proposed site access. The trip distribution for the site is shown on Table 3 and Figure 7. Table 3 Directional Distribution Direction Percentage North on Chicago Avenue 20% South on Chicago/Orrington Avenues 30% East on Clark/Church/Davis 20% West on Clark/Church/Davis 30% Total 100% Chicago Avenue Traffic Study May 31,
13 ERIKSSON ENGINEERING ASSOCIATES, ltd. Distribution by Parking Locations The proposed office building at Chicago Avenue will need a total of 235 parking spaces to meet the City of Evanston parking requirements. Ninety one spaces will be provided in an on-site parking garage. The additional 144 spaces will need to be provided within nearby public parking garages for the remaining employees. An agreement will be required with the City of Evanston to reserve/purchase monthly parking passes. A parking survey at the Chicago Avenue Public garage indicates it can accommodate up to additional parked vehicles from the office building. The remaining 64 to 74 parking spaces should be reserved in either the Sherman Avenue or 1800 Maple public parking garages. The recent Transit Oriented Parking Regulation Updates study (July 2017) for the City of Evanston indicated that each of those garages had more than 300 spaces available during the day on a weekday. The benefit of a dispersed parking plan is that it spread the office traffic among several locations which minimizes its traffic impact on any one location. Table 4 summarizes the trip generation at each parking location. Location Spaces % Table 4 Office Trip Generation by Parking Location AM Peak Hour PM Peak Hour In Out Total In Out Total On-Site Garage % Chicago Garage % Sherman or Maple Garages % Totals % Site Traffic Assignment Based on trip generation and directional distribution estimates, the site generated traffic was assigned to the proposed locations, access drives and area roadways. Figures 8 and 9 show the resulting traffic assignments to the site parking garage and the Chicago Avenue garage. The remaining site traffic using either the Sherman or Maple public garages will generate minimal additional traffic during the peak hours in the range of one vehicle trip every 5 to 10 minutes per driveway. Total Traffic Volumes The total traffic volumes were projected five years in the future (Year 2023) and included the existing traffic volumes, other developments, the site-generated traffic, and general growth in traffic volumes. Vehicle trips from future developments at 1571 Maple Avenue (apartment/retail), 1454 Sherman Avenue (apartment/retail), and Chicago Avenue (apartment/retail) were added to the road network. Other future traffic growth was estimated at 0.5 percent per year for the five year period. The total traffic volumes for the Year 2023 are shown in Figure Chicago Avenue Traffic Study May 31,
14 Elgin Clark Street Street 20% Alley SITE Church Street 30% 20% Davis Street Orrington Avenue Chicago Avenue LEGEND Traffic Signal Stop Sign 00 Directional Distribution 30% ERIKSSON ENGINEERING ASSOCIATES, LTD. Directional Distribution Figure 7
15 Elgin Road Clark Street (1) 7 1 (7) (1) 7 13 (3) 9 (2) (7) 1 (13) 2 (9) 1 (4) 1 4 (1) Clark Alley Street 20 (4) SITE 3 (20) Church 4 (24) Street (1) 7 20 (4) (4) 24 (3) 17 (4) 24 Davis Street 10 (2) 1 (7) Orrington Avenue (3) 1 (21) 3 Chicago Avenue LEGEND Traffic Signal (1) 7 1 (7) 2 (14) Stop Sign 3 (1) 00 (00) AM Peak Hour 8:00AM - 9:00AM PM Peak Hour 5:00PM - 6:00PM (1) 7 ERIKSSON ENGINEERING ASSOCIATES, LTD. Office Garage Traffic Assignment Figure 8
16 Elgin Clark Street Road (1) 5 1 (10) 1 (10) Clark Street (1) 5 (1) 5 7 (1) 1 (6) 1 (10) 7 (1) Alley (16) 2 (7) 2 (2) 12 SITE Chicago Church Avenue Street Public Garage (1) 5 Davis Street Orrington Avenue (1) 5 (1) 5 1 (10) 1 (10) Chicago Avenue (2) 10 (3) 15 LEGEND Traffic Signal 1 (10) Stop Sign 00 (00) AM Peak Hour 8:00AM - 9:00AM PM Peak Hour 5:00PM - 6:00PM (2) 10 ERIKSSON ENGINEERING ASSOCIATES, LTD. Chicago Ave. Garage Traffic Assignment Figure 9
17 Elgin Clark Street Road 234 (270) (55) 52 (260) (374) (5) 5 (303) 264 (14) 17 5 (5) - (-) 5 (5) 5 (5) 329 (339) 17 (12) 28 (45) 17 (44) 124 (257) 10 (27) 193 (166) (30) 15 (-) - (28) 5 (42) 28 (191) 177 (103) (49) 3 (5) Alley 26 (19) SITE (134) 130 (3) 16 (173) 243 Clark Street Church (5) 0 (5) 2 7 (36) 5 (35) Street (122) 114 (455) 367 (100) 62 (164) 100 (52) 37 (480) 353 (23) 39 - (-) 10 (44) (30) 5 (22) 30 9 (17) 202 (390) Davis Street (132) (139) 315 (390) Orrington Avenue 47 (67) (0) 1 38 (58) 384 (462) (3) 2 99 (195) (11) (459) (56) 42 (224) 211 (254) (25) Chicago Avenue 157 (175) 25 (31) (57) 49 (254) 347 LEGEND 00 (00) Traffic Signal Stop Sign AM Peak Hour 8:00AM - 9:00AM PM Peak Hour 5:00PM - 6:00PM (150) 166 (278) 511 ERIKSSON ENGINEERING ASSOCIATES, LTD. Year 2023 Total Traffic Volumes Figure 10
18 ERIKSSON ENGINEERING ASSOCIATES, ltd. 4 ANALYSES Intersection Capacity Analyses In order to determine the operation of the study area intersections and the access drives, intersection capacity analyses were conducted for the existing and projected traffic volumes. An intersection s ability to accommodate traffic flow is based on the average control delay experienced by vehicles passing through the intersection. The intersection and individual traffic movements are assigned a level of service (LOS), ranging from A to F based on the control delay created by a traffic signal or stop sign. Control delay consists of the initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. LOS A has the best traffic flow and least delay. LOS E represents saturated or at capacity conditions. LOS F experiences oversaturated conditions and extensive delays. The Highway Capacity Manual definitions for levels of service and the corresponding control delay for both signalized and unsignalized intersections are shown in Table 5. Level of Service Table 5 Level of Service Criteria for Intersections Description Control Delay (seconds/vehicle) Signals Stop Signs A Minimal delay and few stops <10 <10 B Low delay with more stops >10-20 >10-15 C Light congestion >20-35 >15-25 D Congestion is more noticeable with longer delays >35-55 >25-35 E High delays and number of stops >55-80 >35-50 F Unacceptable delays and over capacity >80 >50 Source: Highway Capacity Manual Capacity analyses were conducted for each intersection area using the SYCHRO computer program to determine the existing and future operations of the transportation system. These analyses were performed for the weekday peak-hours. Copies of the capacity analysis summaries are included in the Appendix. Please note that these capacity analyses are based on the interim traffic signal timings provided by the City of Evanston. Due to the recent upgrades in the traffic signal equipment, the current timings will be further reviewed and adjusted to maximize their performance. Table 4 shows the existing and future level of service and delay results for the study area traffic conditions. All the intersections within the study are currently operating at a good level of service. Overall, with the low volume of site generated traffic distributed among several different approach routes, the future traffic conditions are minimally impacted by the office building. The conclusion of the analyses is that the road system can accommodate the projected traffic volumes. It can be expected that the signalized intersections will work better than projected when the City of Evanston further refines the temporary signal timings Chicago Avenue Traffic Study May 31,
19 ERIKSSON ENGINEERING ASSOCIATES, ltd. Table 4 Intersection Level of Service and Total Delay (seconds) Intersection Control Morning Peak Afternoon Peak Clark/Orrington 3-Way Stop A-10.0 B-10.2 B-10.4 B-10.4 Clark/Alley/NU Lot 2-Way Stop (1) C-15.3 C-15.8 C-16.9 C-17.4 Clark/Chicago Signal B-19.8 C-20.2 C-28.3 C-30.4 Lib. Exit/Alley/Site Access 2-Way Stop A-8.4 A-8.7 A-8.8 A-9.1 Church/Orrington Signal B-16.1 B-16.1 B-16.9 B-17.2 Church/Alley 2-Way Stop B-11.4 B-11.9 C-15.9 C-16.4 Church/Chicago Signal B-10.9 B-11.2 B-11.2 B-11.8 Davis/Orrington Signal C-26.3 C-26.2 C-31.8 C-32.9 Davis/Alley 2-Way Stop B-11.8 B-12.0 B-12.8 B-13.0 Davis/Chicago Signal B-15.0 B-15.2 B-17.7 B-18.2 (1) LOS and Delay for 2-way stops based on highest delay movement. Site Access The site access to the proposed parking garage will be from the public alley at the approximate location of the southern parking aisle in the current surface lot. It will have one inbound and one outbound lane. It is opposite of the exit ramp for the Evanston Library underground garage. The traffic analysis combined the existing traffic using the surface lot with the proposed office traffic parking on-site. The additional traffic can be accommodated by the intersection. No vehicular access is proposed to Chicago Avenue. The access to the office parking garage should provide warning lights and visibility mirrors when vehicles are exiting the garage so that thru traffic along the alley will be given warning. Loading and Refuse A loading dock with interior refuse containers is proposed on the northwest corner of the building. It is capable of accommodating a semi-trailer for deliveries. However, for an office building this size, it will be rare that a delivery vehicle this size will be uses. Figure 11 shows how a truck can enter the dock. A smaller single-unit truck will be used to pick up refuse from within the dock area Chicago Avenue Traffic Study May 31,
20 : : : : Scale: 1"=30' WB-50 Tractor Width Trailer Width Tractor Track Trailer Track feet : 8.50 Lock to Lock Time Steering Angle Articulating Angle ERIKSSON ENGINEERING ASSOCIATES, LTD. : 6.0 : WB-50 Truck Turning Exhibit Figure 11
21 ERIKSSON ENGINEERING ASSOCIATES, ltd. 5 - RECOMMENDATIONS With the additional traffic generated by the proposed office building at Chicago Avenue, along with nearby developments and other area traffic growth, the following conclusions and recommendations were developed: 6. The street network can accommodate the additional traffic from the proposed project, nearby developments, and other traffic growth. 7. The location of the site and the availability of public transportation, walking and biking will minimize the volume of vehicular traffic generated by the site. 8. Indoor bike storage is proposed as part of the building plan. 9. All intersections within the study area work at acceptable levels of service and delay. There in a small increase in delays from the projected traffic growth. 10. The proposed loading dock can serve semi-trailer deliveries and refuse trucks Chicago Avenue Traffic Study May 31,
22 APPENDIX Existing Traffic Counts Intersection Capacity Analyses 135 S. Jefferson Street, Suite 135, Chicago, IL
23 Existing Traffic Counts 135 S. Jefferson Street, Suite 135, Chicago, IL
24 Thursday, May :00 PM :15 PM :30 PM :45 PM :00 PM :15 PM :30 PM :45 PM Total :00-6:00 PM Chicago Avenue at Clark Street Evanston, Illinois Chicago Avenue Clark Street Chicago Avenue Clark Street Southbound Westbound Northbound Eastbound Peak Pedestrian Volumes Bike Volumes Begin Right Left Right Left Right Left Right Left Minute Minute Hour North East South West Sb Wb Nb Eb Time Turn Through Turn Turn Through Turn Turn Through Turn Turn Through Turn Totals Totals Factor Leg Leg Leg Leg Dir. Dir. Dir. Dir. Thursday, May :00 AM :15 AM :30 AM :45 AM :00 AM :15 AM :30 AM :45 AM Total :00-9:00 AM
25 Tuesday May 29, :00 PM :15 PM :30 PM :45 PM :00 PM :15 PM :30 PM :45 PM Total :00-6:00 PM Chicago Avenue at Church Street Evanston, Illinois Chicago Avenue Chicago Avenue Church Street Southbound Northbound Eastbound Peak Pedestrian Volumes Bike Volumes Begin Left Right Right Left Minute Minute Hour North East South West Sb Wb Nb Eb Time Through Turn Turn Through Turn Through Turn Totals Totals Factor Leg Leg Leg Leg Dir. Dir. Dir. Dir. Tuesday May 29, :00 AM :15 AM :30 AM :45 AM :00 AM :15 AM :30 AM :45 AM Total :00-9:00 AM
26 Clark Street at Alley Evanston, Illinois Clark Street Public Alley Clark Street Westbound Northbound Eastbound Peak Begin Left Right Left Right Minute Minute Hour Time Turn Turn Turn Turn Totals Totals Factor 7:00 AM :15 AM :30 AM :45 AM :00 AM :15 AM :30 AM :45 AM Total :00-9:00 AM :00 PM :15 PM :30 PM :45 PM :00 PM :15 PM :30 PM :45 PM Total :00-6:00 PM
27 Tuesday May 29, :00 PM :15 PM :30 PM :45 PM :00 PM :15 PM :30 PM :45 PM Total :00-6:00 PM Orrington Avenue at Clark Street Evanston, Illinois Clark Street Orrington Aven Clark Street Westbound Northbound Eastbound Peak Pedestrian Volumes Bike Volumes Begin Right Left Minute Minute Hour NW East South West Wb Nb Eb Time Through Turn Turn Through Totals Totals Factor Leg Leg Leg Leg Dir. Dir. Dir. Tuesday May 29, :00 AM :15 AM :30 AM :45 AM :00 AM :15 AM :30 AM :45 AM Total :00-9:00 AM
28 7:00 AM :15 AM :30 AM :45 AM :00 AM :15 AM :30 AM :45 AM Total :00-9:00 AM :00 PM :15 PM :30 PM :45 PM :00 PM :15 PM :30 PM :45 PM Total :00-6:00 PM Orrington Avenue Avenue at Church Street Evanston, Illinois Orrington Ave Clark Street Northbound Eastbound Peak Pedestrian Volumes Bike Volumes Begin Right Left Minute Minute Hour North East South West Sb Wb Nb Eb Time Turn Through Through Turn Totals Totals Factor Leg Leg Leg Leg Dir. Dir. Dir. Dir.
29 Thursday, May :00 PM :15 PM :30 PM :45 PM :00 PM :15 PM :30 PM :45 PM Total :00-6:00 PM Library Parking and Public Alley Evanston, Illinois Alley Surface Lot Alley Lib. Garage Exit Southbound Westbound Northbound Eastbound Peak Begin Left Right Left Right Right Left Minute Minute Hour Time Through Turn Turn Turn Turn Through Turn Turn Totals Totals Factor Thursday, May :00 AM :15 AM :30 AM :45 AM :00 AM :15 AM :30 AM :45 AM Total :00-9:00 AM
30 Intersection Capacity Analyses 135 S. Jefferson Street, Suite 135, Chicago, IL
31 HCM 6th AWSC 4: Orrington Avenue & Clark Street 05/31/2018 Intersection Intersection Delay, s/veh 10 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes Approach EB WB NB Opposing Approach WB EB Opposing Lanes Conflicting Approach Left NB EB Conflicting Lanes Left Conflicting Approach Right NB WB Conflicting Lanes Right HCM Control Delay HCM LOS A B A Lane NBLn1 EBLn1 WBLn1 Vol Left, % 0% 0% 0% Vol Thru, % 0% 100% 100% Vol Right, % 100% 0% 0% Sign Control Stop Stop Stop Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/N Yes Yes Yes Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS A A B HCM 95th-tile Q Evanston Office Building 05/27/ AM Peak - Existing Conditions Eriksson Engineeering Page 1
32 1: Chicago Avenue & Clark Street 05/31/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Parking (#/hr) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Perm NA Perm NA pm+pt NA Perm NA Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 45.5% 45.5% 45.5% 45.5% 13.6% 40.9% 40.9% 40.9% Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Evanston Office Building 05/27/ AM Peak - Existing Conditions Eriksson Engineeering Page 1
33 1: Chicago Avenue & Clark Street 05/31/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None C-Max Max Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS C C C A A C C Approach Delay Approach LOS C C A C Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: CBD Cycle Length: 110 Actuated Cycle Length: 110 Offset: 13 (12%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.60 Intersection Signal Delay: 19.8 Intersection Capacity Utilization 74.6% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service D Splits and Phases: 1: Chicago Avenue & Clark Street Evanston Office Building 05/27/ AM Peak - Existing Conditions Eriksson Engineeering Page 2
34 2: Chicago Avenue & Church Street 05/31/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Bus Blockages (#/hr) Parking (#/hr) 0 0 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Perm NA NA custom Perm NA Protected Phases Permitted Phases 4 6 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 36.4% 36.4% 63.6% 63.6% 63.6% Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Evanston Office Building 05/27/ AM Peak - Existing Conditions Eriksson Engineeering Page 3
35 2: Chicago Avenue & Church Street 05/31/2018 Lane Group Ø5 Ø10 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Bus Blockages (#/hr) Parking (#/hr) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 5 10 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 23% 41% Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Evanston Office Building 05/27/ AM Peak - Existing Conditions Eriksson Engineeering Page 4
36 2: Chicago Avenue & Church Street 05/31/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lead-Lag Optimize? Recall Mode Max Max C-Max C-Max C-Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS B B A A Approach Delay Approach LOS B B A Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) 50 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: CBD Cycle Length: 110 Actuated Cycle Length: 110 Offset: 10 (9%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay: 10.9 Intersection LOS: B Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Chicago Avenue & Church Street Evanston Office Building 05/27/ AM Peak - Existing Conditions Eriksson Engineeering Page 5
37 2: Chicago Avenue & Church Street 05/31/2018 Lane Group Ø5 Ø10 Lead-Lag Optimize? Yes Recall Mode Max Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Evanston Office Building 05/27/ AM Peak - Existing Conditions Eriksson Engineeering Page 6
38 5: Orrington Avenue & Church Street 05/31/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) 4 Peak Hour Factor Parking (#/hr) 0 5 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Perm NA NA Perm Protected Phases 4 2 Permitted Phases 4 2 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 50.0% 50.0% 50.0% 50.0% Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Evanston Office Building 05/27/ AM Peak - Existing Conditions Eriksson Engineeering Page 7
39 5: Orrington Avenue & Church Street 05/31/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max C-Max C-Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS A B B A Approach Delay Approach LOS B B Queue Length 50th (ft) Queue Length 95th (ft) m16 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: CBD Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.26 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 35.5% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Orrington Avenue & Church Street Evanston Office Building 05/27/ AM Peak - Existing Conditions Eriksson Engineeering Page 8
40 8: Orrington Avenue & Davis Street 05/31/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Util. Factor Ped Bike Factor 0.96 Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 43 Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 82 Confl. Bikes (#/hr) 1 Peak Hour Factor Parking (#/hr) 5 5 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type NA NA Protected Phases 8 2 Permitted Phases Detector Phase 8 2 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 32.7% 67.3% Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Recall Mode Max C-Max Act Effct Green (s) Actuated g/c Ratio Evanston Office Building 05/27/ AM Peak - Existing Conditions Eriksson Engineeering Page 9
41 8: Orrington Avenue & Davis Street 05/31/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio Control Delay Queue Delay Total Delay LOS C A Approach Delay Approach LOS C A Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio Intersection Summary Area Type: CBD Cycle Length: 110 Actuated Cycle Length: 110 Offset: 100 (91%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 26.3 Intersection Capacity Utilization 33.3% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service A Splits and Phases: 8: Orrington Avenue & Davis Street Evanston Office Building 05/27/ AM Peak - Existing Conditions Eriksson Engineeering Page 10
42 11: Chicago Avenue & Davis Street 05/31/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) 6 2 Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Perm NA pm+pt NA NA Perm Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 29.1% 29.1% 11.8% 48.2% 36.4% 36.4% Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead Lead-Lag Optimize? Recall Mode Max Max Max C-Max C-Max C-Max Evanston Office Building 05/27/ AM Peak - Existing Conditions Eriksson Engineeering Page 11
Traffic Analysis For Approved Uses within the St. Lucie West DRI Aldi Port St. Lucie, FL Prepared for: Bohler Engineering, LLC 1000 Corporate Drive Suite 250 Fort Lauderdale, FL 33334 Prepared by: 10795
More informationAPPENDICES. APPENDIX D Synchro Level of Service Output Sheets
APPENDICES APPENDIX D Synchro Level of Service Output Sheets Lanes, Volumes, Timings NO BUILD 2016 PM 8: 10th St & Thain Rd 10/05/2016 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
More informationProvide an overview of the development proposal including projected site traffic volumes;
December 19, 2013 File: 163600935 Attention: Troy Elliott Carl Elliott Limited 15-1831 Robertson Road PO Box 11117 Nepean, Ontario K1H 7T8 Dear Mr. Elliott, Reference: 2235 and 2265 Robertson Road Transportation
More informationWeaver Road Senior Housing Traffic Impact Analysis
Gibson Traffic Consultants, Inc. 2813 Rockefeller Avenue Suite B Everett, WA 9821 425.339.8266 Weaver Road Senior Housing Traffic Impact Analysis Jurisdiction: City of Snohomish January 218 GTC #17-37
More informationTraffic Impact Analysis Farmington Center Village
Traffic Impact Analysis Farmington Center Village Route 4 (Farmington Avenue) Farmington, Connecticut Prepared for: The Town of Farmington, CT Prepared By: BL Companies Meriden, Connecticut December 2016
More informationTable 1 - Land Use Comparisons - Proposed King s Wharf Development. Retail (SF) Office (SF) 354 6,000 10, Land Uses 1
Ref. No. 171-6694 Phase 2 November 23, 217 Mr. David Quilichini, Vice President Fares & Co. Developments Inc. 31 Place Keelson Sales Centre DARTMOUTH NS B2Y C1 Sent Via Email to David@faresinc.com RE:
More informationTraffic Impact Study. Eastern Springs. A Proposed Development in Manorville, NY. April Haas Group Inc Transportation Planners and Engineers
Traffic Impact Study For Eastern Springs A Proposed Development in Manorville, NY April 2018 Haas Group Inc Transportation Planners and Engineers Table of Contents 1) Executive Summary... 2 2) Study Purpose...
More informationBennett Pit. Traffic Impact Study. J&T Consulting, Inc. Weld County, Colorado. March 3, 2017
Bennett Pit Traffic Impact Study J&T Consulting, Inc. Weld County, Colorado March 3, 217 Prepared By: Sustainable Traffic Solutions, Inc. http://www.sustainabletrafficsolutions.com/ Joseph L. Henderson,
More informationLOST LAKE CORRIDOR REVIEW
LOST LAKE CORRIDOR REVIEW Prepared for: Prepared by: Broadview Developments Inc. c/o Westbrook Consulting Watt Consulting Group Our File: 2064.B01 Date: October 31, 2016 TABLE OF CONTENTS 1.0 INTRODUCTION...
More information10 th Street Residences Development Traffic Impact Analysis
Gibson Traffic Consultants, Inc. 2813 Rockefeller Avenue Suite B Everett, WA 98201 425.339.8266 10 th Street Residences Development Traffic Impact Analysis Jurisdiction: City of Snohomish September 2018
More information886 March Road McDonald's Transportation Study
McDonald's Restaurants of Canada Limited March 2013 886 March Road McDonald's Transportation Study Submitted by: HDR Corporation 100 York Boulevard, Suite 300 Richmond Hill, ON L4B 1J8 (905) 882-4100 www.hdrinc.com
More informationBarrhaven Honda Dealership. Dealership Drive, Ottawa, ON. Transportation Brief
Barrhaven Honda Dealership Dealership Drive, Ottawa, ON Transportation Brief Prepared By: NOVATECH Suite 200, 240 Michael Cowpland Drive Ottawa, Ontario K2M 1P6 September, 2015 File: 115136 Ref: R-2015-152
More informationTraffic Impact Study Morgan Road Commerce Park Pasco County, Florida
Traffic Impact Study Morgan Road Commerce Park Pasco County, Florida Summary Report June 2008 Prepared by: 12909 N 56 th Street # 201 Tampa, FL 33617 Ph: (813) 988-3180 Fax: (813) 343-6854 Morgan Road
More informationRe: Residential Development - Ogilvie/Cummings Transportation Overview
1223 Michael Street, Suite 100, Ottawa, ON K1J 7T2 Tel: 613.738.4160 Fax: 613.739.7105 www.delcan.com March 28, 2012 OUR REF: TO3088TOY Barry J. Hobin & Architects 63 Pamilla Street Ottawa, ON K1S 3K7
More informationSalvini Consulting Inc. 459 Deer Ridge Drive Kitchener, ON N2P 0A November 8, 2017 Revised December 20, 2017
Salvini Consulting Inc. 459 Deer Ridge Drive Kitchener, ON N2P 0A7 519-591-0426 November 8, 2017 Revised December 20, 2017 Laurie Wills, PEng Deputy Director of Public Works Town of Cobourg 740 Division
More informationKUM & GO 6400 WESTOWN PARKWAY WEST DES MOINES, IOWA 50266
KUM & GO #300 PECOS STREET & 88 TH AVENUE THORNTON, COLORADO TRAFFIC IMPACT STUDY REVISION 1 PREPARED FOR KUM & GO 6400 WESTOWN PARKWAY WEST DES MOINES, IOWA 50266 JANUARY 23, 2014 OA PROJECT NO. 013-1721
More informationRe: Cyrville Road Car Dealership
1223 Michael Street, Suite 100, Ottawa, ON K1J 7T2 Tel: 613.738.4160 Fax: 613.739.7105 www.delcan.com February 25, 2013 OUR REF: TO3098TOE Mark Motors of Ottawa 611 Montreal Road Ottawa, ON K1K 0T8 Attention:
More informationDate: December 20, Project #:
To: Craig Rottenberg Long s Jewelers 60A South Avenue Burlington, MA 01803 From: Patrick Dunford, P.E. Senior Project Manager Date: December 20, 2018 Project #: 14416.00 Re: Burlington Mall Proposed Long
More informationFinal Technical Report US 17 Corridor Study Update (Market Street Road Diet)
Market Street Road Diet Wilmington, NC 2016 Final Technical Report US 17 Corridor Study Update (Market Street Road Diet) Wilmington, NC Parsons Brinckerhoff January 2016 FINAL TECHNICAL REPORT US 17 Corridor
More informationSweetwater Landing Traffic Impact Analysis
Gibson Traffic Consultants, Inc. 8 Rockefeller Avenue Suite B Everett, WA 98 45.9.8 Sweetwater Landing Traffic Impact Analysis Jurisdiction: City of Snohomish February 8 GTC #7-87 Sweetwater Landing Traffic
More informationOne Harbor Point Residential
Residential Gig Harbor, WA Transportation Impact Analysis January 23, 2017 Prepared for: Neil Walter Company PO Box 2181 Tacoma, WA 98401 Prepared by: TENW Transportation Engineering NorthWest 11400 SE
More informationMEMO. McCORMICK RANKIN CORPORATION. File FROM: Keyur Shah DATE: February 1, 2010 COPIES: OUR FILE: SUBJECT: TO:
McCORMICK RANKIN CORPORATION 2655 North Sheridan Way Mississauga, Ontario, L5K 2P8 Tel: (905)823-8500 Fax: (905) 823-8503 E-mail: mrc@mrc.ca Website: www.mrc.ca MEMO TO: File FROM: Keyur Shah DATE: February
More informationRockingham Ridge Plaza Commercial Development Halifax Regional Municipality
Rockingham Ridge Plaza Commercial Development Halifax Regional Municipality Traffic Impact Study Final Draft Report Prepared by: GRIFFIN transportation group inc. 30 Bonny View Drive Fall River, NS B2T
More informationApril Salvation Army Barrhaven Church 102 Bill Leathem Drive Transportation Brief
April 26 Salvation Army Barrhaven Church 2 Bill Leathem Drive Transportation Brief Salvation Army Barrhaven Church 2 Bill Leathem Drive Transportation Brief prepared for: The Salvation Army 2 Overlea Blvd.
More informationPaisley & Whitelaw - Paisley Park OPA / ZBA for Mixed Density Residential Use
Paisley & Whitelaw - Paisley Park OPA / ZBA for Mixed Density Residential Use Transportation Impact Study City of Guelph Prepared for: Armel Corporation August 2018 Table of Contents 1 Introduction...
More informationSugarland Crossing Gwinnett County, Georgia
Sugarland Crossing Gwinnett County, Georgia S IGNAL W ARRANT A NALYSIS For the Intersection of: Sugarloaf Parkway / Richards Middle School Driveway / Sugarland Crossing Main Site Driveway Prepared for:
More informationRef. No Task 3. April 28, Mr. Cesar Saleh, P. Eng. VP Planning and Design W.M. Fares Group th
Ref. No. 151-00564 Task 3 April 28, 2015 Mr. Cesar Saleh, P. Eng. VP Planning and Design W.M. Fares Group th 3480 Joseph Howe Drive, 5 Floor HALIFAX NS B3L 4H7 Sent via Email to ceasr.saleh@wmfares.com
More informationWellings Communities Holding Inc and Extendicare (Canada) Inc Hazeldean Road. Transportation Impact Study. Ottawa, Ontario. Project ID
Wellings Communities Holding Inc and Extendicare (Canada) Inc. 5731 Hazeldean Road Transportation Impact Study Ottawa, Ontario Project ID 160401195 Prepared by: Stantec Consulting Ltd. March 2016 WELLINGS
More informationHCM Unsignalized Intersection Capacity Analysis 6: Brian Street & LC 111 5/26/2009
6: Brian Street & LC 111 5/26/2009 Movement EBL EBR NBL NBT SBT SBR Volume (veh/h) 116 20 8 405 137 56 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.81 0.81 0.67 0.67 0.89 0.89 Hourly flow
More informationJRL consulting. March Hartland Developments Limited 1993 Hammonds Plains Road Hammonds Plains, NS B4B 1P3
March 2015 Prepared for Hartland Developments Limited 1993 Hammonds Plains Road Hammonds Plains, NS B4B 1P3 JRL consulting JRL consulting TABLE OF CONTENTS 1 INTRODUCTION... 2 1.1 BACKGROUND... 2 2 EXISTING
More informationMEMORANDUM November 19, 2012
COUNCIL OF GOVERNMENTS CENTRAL NAUGATUCK VALLEY 60 NORTH MAIN ST 3RD Floor WATERBURY, CT 06702-1403 (203)757-0535 Web Site: www.cogcnv.org E-Mail: cogcnv@cogcnv.org November 19, 2012 MEMORANDUM 111912
More informationTraffic Impact Study Hudson Street Parking Garage MC Project No.: A Table of Contents
Traffic Impact Study Hudson Street Parking Garage MC Project No.: 15001714A Table of Contents Table of Contents I. INTRODUCTION... 1 II. EXISTING CONDITIONS... 4 III. 2015 EXISTING TRAFFIC CONDITIONS...
More informationTraffic Impact Study Proposed Commercial Development Ballwin, Missouri. Technical Memorandum for Traffic Impact Study
Traffic Impact Study Proposed Commercial Development Ballwin, Missouri Technical Memorandum for Traffic Impact Study Crawford, Bunte, Brammeier May 1, 2009 MEMORANDUM Date: April 24, 2009 To: From: Subject:
More informationVillage of Richmond Transportation Brief
Village of Richmond Transportation Brief GENIVAR Project Number 111-18482-00 June 21 st, 2011 www.genivar.com GENIVAR 15 Fitzgerald Road, Suite 100 Ottawa, Ontario, CANADA K2H 9G1 Telephone: 613-829-2800
More informationL1TILE BEARS DAY CARE TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO MAY Prepared for:
L1TILE BEARS DAY CARE TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO MAY 2012 Prepared for: Hillside Construction, Inc. 216 Hemlock Street, Suite B Fort Collins, CO 80534 Prepared by: DELICH ASSOCIATES
More informationLATSON INTERCHANGE DEVELOPMENT TRAFFIC STUDIES. Genoa Township, Livingston County, MI
LATSON INTERCHANGE DEVELOPMENT TRAFFIC STUDIES Genoa Township, Livingston County, MI DRAFT TRAFFIC STUDY FOR I-96 AT LATSON RD INTERCHANGE Livingston County CS 47065 JN 101622C Submitted to: Michigan Department
More information(A) Project Manager, Infrastructure Approvals
February 14th, 2014 BY E-MAIL: wally.dubyk@ottawa.ca City of Ottawa Planning and Growth Management Branch 110 Laurier Ave. W., 4 th Floor, Ottawa, Ontario K1P 1J1 Attention: Wally Dubyk, C.E.T (A) Project
More information267 O Connor Street Residential Development
M a y 2014 267 O Connor Street Residential Development Transportation Brief Google 2014 Bing 2014 Prepared for: MASTERCRAFT STARWOOD Prepared by: Study 267 O'Connor Type Street May 2014 Study Residential
More informationTRAFFIC IMPACT STUDY DERRY GREEN CORPORATE BUSINESS PARK MILTON SECONDARY PLAN MODIFICATION
TRAFFIC IMPACT STUDY DERRY GREEN CORPORATE BUSINESS PARK MILTON SECONDARY PLAN MODIFICATION TRAFFIC IMPACT STUDY DERRY GREEN CORPORATE BUSINESS PARK MILTON SECONDARY PLAN MODIFICATION DECEMBER 2014 UPDATED
More informationAppendix B: Traffic Reports
Appendix B: Traffic Reports 407 TRANSITWAY - KENNEDY ROAD TO BROCK ROAD MINISTRY OF TRANSPORTATION - CENTRAL REGION Report Markham Road Station Traffic Study Prepared for Ministry of Transportation, Ontario
More informationAPPENDIX G. Traffic Data
APPENDIX G Traffic Data HCM Signalized Intersection Capacity Analysis 2: Duanesburg Road & I-88 Ramps 10/7/2004 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl)
More informationTECHNICAL MEMORANDUM Upper Broadway Road Diet Summary of Findings
TECHNICAL MEMORANDUM Summary of Findings Date: June 17, 2014 Project #: 17121.15 To: Si Lau, P.E.; City of Oakland, CA From: Erin Ferguson, P.E.; Aaron Elias, P.E.; Daphne Dethier; and Mark Bowman, P.E.;
More information1012 & 1024 McGarry Terrace
December 217 112 & 124 McGarry Terrace Transportation Impact Study 112 & 124 McGarry Terrace Transportation Impact Study prepared for: Lépine Corporation 32 March Road Kanata, ON K2K 2E3 prepared by: 1223
More informationMEMORANDUM. Date: November 4, Cheryl Burrell, Pebble Beach Company. Rob Rees, P.E. Inclusionary Housing Transportation Analysis WC
MEMORANDUM Date: November 4, 2013 To: From: Subject: Cheryl Burrell, Pebble Beach Company Rob Rees, P.E. Inclusionary Housing Transportation Analysis As requested, Fehr & Peers is providing clarification
More informationJune 21, Mr. Jeff Mark The Landhuis Company 212 North Wahsatch Avenue, Suite 301. Colorado Springs, CO 80903
LSC TRANSPORTATION CONSULTANTS, INC. 545 East Pikes Peak Avenue, Suite 210 Colorado Springs, CO 80903 (719) 633-2868 FAX (719) 633-5430 E-mail: lsc@lsctrans.com Website: http://www.lsctrans.com June 21,
More informationMEMORANDUM BOSTON REGION METROPOLITAN PLANNING ORGANIZATION. DATE March 1, 2012
BOSTON REGION METROPOLITAN PLANNING ORGANIZATION State Transportation Building Ten Park Plaza, Suite 2150 Boston, MA 02116-3968 Tel. (617) 973-7100 Fax (617) 973-8855 TTY (617) 973-7089 www.bostonmpo.org
More informationTraffic Impact Analysis Update
Willow Bend Traffic Impact Analysis Update TABLE OF CONTENTS Page I. INTRODUCTION -------------------------------------------------------------------------------------------- 1 II. EXISTING CONDITIONS
More information1140 Wellington Street West Transportation Brief
1140 Wellington Street West Transportation Brief October 2013 Study 1140 Wellington Type Street West October 2013 Study Transportation Name Brief February 2011 TB Check List TIS / TB/ CTS Check List prepared
More informationTECHNICAL MEMORANDUM
TECHNICAL MEMORANDUM TO: Merrimack Valley Metropolitan Planning Organization FROM: James Terlizzi, P.E., Transportation Planning Engineer DATE: March 6, 2017 SUBJECT: Further analysis of the recommendations
More informationWellington Street West
Transportation Brief prepared for: 185 Davenport Road Suite 300 Toronto, ON M5R 1J1 prepared by: 1223 Michael Street Suite 100 Ottawa, ON K1J 7T2 November 5, 2013 TO3131TOH Transportation Brief November
More informationAldridge Transportation Consultants, LLC Advanced Transportation Planning and Traffic Engineering
Aldridge Transportation Consultants, LLC Advanced Transportation Planning and Traffic Engineering John M.W. Aldridge, PE, PTOE, AICP 1082 Chimney Rock Road Colorado Registered Professional Engineer Highlands
More informationZINFANDEL LANE / SILVERADO TRAIL INTERSECTION TRAFFIC ANALYSIS
ZINFANDEL LANE / SILVERADO TRAIL INTERSECTION TRAFFIC ANALYSIS UPDATED TRAFFIC STUDY FOR THE PROPOSED RAYMOND VINEYARDS WINERY USE PERMIT MODIFICATION #P11-00156 AUGUST 5, 2014 PREPARED BY: OMNI-MEANS,
More informationAldridge Transportation Consultants, LLC Advanced Transportation Planning and Traffic Engineering
Aldridge Transportation Consultants, LLC Advanced Transportation Planning and Traffic Engineering John M.W. Aldridge, PE, PTOE, AICP 1082 Chimney Rock Road Colorado Registered Professional Engineer Highlands
More informationBUCKLEY ANNEX REDEVELOPMENT PLAN TRANSPORTATION ANALYSIS ADDENDUM
BUCKLEY ANNEX REDEVELOPMENT PLAN TRANSPORTATION ANALYSIS ADDENDUM Prepared for: City and County of Denver Prepared by: Contact: Brian Bern, P.E., PTOE 303.572.0200 On Behalf of: Lowry Redevelopment Authority
More informationC. iv) Analysis/Results
The Pettengill Road project is located outside the borders of the model in an external zone. As a result, inserting all Pettengill Road trip generation assumptions into the NRPC model and running a new
More informationINTERSECTION ANALYSIS PARK AVENUE AND BRADDOCK ROAD (FROSTBURG, MD) FOR LENHART TRAFFIC CONSULTING, INC.
INTERSECTION ANALYSIS FOR PARK AVENUE AND BRADDOCK ROAD (FROSTBURG, MD) Prepared for: City of Frostburg, Maryland & Allegany County Commissioners Prepared by: LENHART TRAFFIC CONSULTING, INC. TRAFFIC ENGINEERING
More informationTRAFFIC AND TRANSPORTATION TECHNICAL MEMORANDUM
TRAFFIC AND TRANSPORTATION TECHNICAL MEMORANDUM for ENVIRONMENTAL ASSESSMENT US 460 Bypass Interchange and Southgate Drive Relocation State Project No.: 0460-150-204, P101, R201, C501, B601; UPC 99425
More informationSTANDARD LIMITATIONS
STANDARD LIMITATIONS This report was prepared by MMM Group (MMM) for the account of Spire Construction Inc. (the Client). The disclosure of any information contained in this report is the sole responsibility
More informationTRANSPORTATION ANALYSIS. Wawa US 441 and Morningside Drive. Prepared for: Brightwork Real Estate, Inc.
TRANSPORTATION ANALYSIS Wawa US 441 and Morningside Drive Prepared for: Brightwork Real Estate, Inc. TABLE OF CONTENTS Introduction... 1 Project Description... 1 Estimated Daily Project Traffic... 3 Estimated
More informationMMM Group Limited. Communities. Transportation. Buildings. Infrastructure
MMM Group Limited Traffic Study CASA MIA Community Care Facility Vancouver, BC Communities Transportation Buildings Infrastructure February 2013 5011001-033 STANDARD LIMITATIONS This report was prepared
More informationARVADA TRIANGLE REDEVELOPMENT TRAFFIC IMPACT ANALYSIS
ARVADA TRIANGLE REDEVELOPMENT TRAFFIC IMPACT ANALYSIS Prepared for: Arvada Urban Renewal Authority 5601 Olde Wadsworth Boulevard, Suite 210 Arvada, Colorado 80002 (720) 898-7062 Prepared by: Felsburg Holt
More informationD & B COMMERCIAL TRAFFIC IMPACT ANALYSIS
D & B COMMERCIAL TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS I. Introduction...3 II. Project Description...3 III. Existing Conditions...3 IV. Future Traffic Conditions...8 V. Conclusions and Mitigation...14
More informationMURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA, CALIFORNIA
MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA, CALIFORNIA SEPTEMBER 20, 2012 Prepared for: Golden Eagle Multi-Family Properties, LLC 6201 Oak Canyon Rd., Suite 250 Irvine, CA 92618 Prepared
More informationRESPONSE TO TRAFFIC IMPACT STUDY COMMENTS
RESPONSE TO TRAFFIC IMPACT STUDY COMMENTS Proposed Gas Station 40 Arthur Street (Highway 26), Town of the Blue Mountains (Thornbury), County of Grey, Ontario AUGUST 2013 August 27, 2013 MR. REG RUSSWURM
More informationMERIVALE PRIORITY SQUARE 2852 MERIVALE ROAD CITY OF OTTAWA TRANSPORTATION BRIEF. Prepared for: ONT Inc. 25 Winding Way Nepean, Ontario K2C 3H1
MERIVALE PRIORITY SQUARE 2852 MERIVALE ROAD CITY OF OTTAWA TRANSPORTATION BRIEF Prepared for: 2190986ONT Inc. 25 Winding Way Nepean, Ontario K2C 3H1 October 6, 2010 110-502 Report_1.doc D. J. Halpenny
More informationParking/Traffic Assessment Study
Brock Road Industrial Mall 985 Brock Road South City of Pickering Parking/Traffic Assessment Study Prepared by: Tranplan Associates, Toronto Toronto 416-670-2005 Sudbury 705-522-0272 Peterborough 705-874-3638
More informationTraffic Impact Study Speedway Gas Station Redevelopment
Traffic Impact Study Speedway Gas Station Redevelopment Warrenville, Illinois Prepared For: Prepared By: April 11, 2018 Table of Contents 1. Introduction... 1 2. Existing Conditions... 4 Site Location...
More informationPlanned Development Application 1450 Sherman Avenue Evanston, IL TRAFFIC CIRCULATION IMPACT STUDY
Planned Development Application 1450 Sherman Avenue Evanston, IL 60201 14 TRAFFIC CIRCULATION IMPACT STUDY Traffic Impact Study 1454 Sherman Mixed-Use Development Evanston, Illinois Prepared for Prepared
More information700 Hunt Club Road. Transportation Impact Study - Addendum #1. Submitted by:
700 Hunt Club Road Transportation Impact Study - Addendum #1 Submitted by: 14 June 2013 1223 Michael Street, Suite 100, Ottawa, ON K1J 7T2 Tel: 613.738.4160 Fax: 613.739.7105 www.delcan.com 14 June 2013
More informationIntersection LOS Delay (Sec) LOS Delay (Sec.) US 3/ Hawthorne Drive N B 16.1 B 17.5
Intersection No- LOS Delay (Sec) LOS Delay (Sec.) US 3/ Hawthorne Drive N B 16.1 B 17.5 Ü Intersection No- LOS Delay (Sec) LOS Delay (Sec.) US 3/ Hawthorne Drive S C 32.6 D 43.0 Intersection No- LOS Delay
More informationZachary Bugg, PhD, Diego Arguea, PE, and Phill Worth University of Oregon North Campus Conditional Use Permit Application Transportation Assessment
MEMORANDUM Date: June 22, 2018 Project #: 21562 To: Colin McArthur, AICP From: Project: Subject: Zachary Bugg, PhD, Diego Arguea, PE, and Phill Worth University of Oregon North Campus Conditional Use Permit
More informationIngraham High School Parking and Traffic Analysis
Parking and Traffic Analysis Seattle, WA Prepared for: URS Corporation 1501 4th Avenue, Suite 1400 Seattle, WA 98101-1616 Mirai Transportation Planning & Engineering 11410 NE 122nd Way, Suite 320 Kirkland,
More informationWinnetka Avenue Bike Lanes Traffic Impact Analysis
Winnetka Avenue Bike Lanes Traffic Impact Analysis January 4, 2019 Prepared by City of Los Angeles Department of Transportation Active Transportation Division Winnetka Ave Bike Lanes Traffic Impact Analysis
More informationCounty State Aid Highway 30 (Diffley Road) and Dodd Road Intersection Study
County State Aid Highway 30 (Diffley Road) and Dodd Road Intersection Study City of Eagan, Dakota County, Minnesota Date: March 2012 Project No. 14957.000 444 Cedar Street, Suite 1500 Saint Paul, MN 55101
More information2.0 Development Driveways. Movin Out June 2017
Movin Out June 2017 1.0 Introduction The proposed Movin Out development is a mixed use development in the northeast quadrant of the intersection of West Broadway and Fayette Avenue in the City of Madison.
More informationLakeside Terrace Development
Lakeside Terrace Development City of Barrie, County of Simcoe Traffic Brief for: Type of Document: Final Report Project Number: JDE 1617 Date Submitted: April 29 th, 216 4/29/16 John Northcote, P.Eng.
More informationAppendix E: Emission Reduction Calculations
Derr Road and Home Road Conversion Feasibility Study Springfield, OH Appendix E: Emission Reduction Calculations Derr Road and Home Road Conversion Feasibility Study Springfield, OH Emission Reduction
More informationINDUSTRIAL DEVELOPMENT
INDUSTRIAL DEVELOPMENT Traffic Impact Study Plainfield, Illinois August 2018 Prepared for: Seefried Industrial Properties, Inc. TABLE OF CONTENTS Executive Summary 2 Introduction 3 Existing Conditions
More informationDIVISION STREET PLAT TRAFFIC IMPACT ANALYSIS
DIVISION STREET PLAT TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS 1. Introduction...3 2. Project Description...3 3. Existing Conditions...3 4. Forecast Traffic Demand and Analysis...12 5. Conclusions and
More informationRyan Coyne, PE City Engineer City of Rye 1051 Boston Post Road Rye, NY Boston Post Road Realignment and Roundabout Design Report
March 6, 2015 Ryan Coyne, PE City Engineer City of Rye 1051 Boston Post Road Rye, NY 10580 RE: JMC Project 14108 Boston Post Road Roundabout Boston Post Road and Parsons Street City of Rye, NY Dear Ryan:
More informationAppendix H: Construction Impacts H-2 Transportation
Appendix H: Construction Impacts H-2 Transportation \ AECOM 71 W. 23 rd Street New York, NY 10010 www.aecom.com 212 366 6200 tel 212 366 6214 fax Memorandum To CC Subject Robert Conway Donald Tone Construction
More information830 Main Street Halifax Regional Municipality
830 Main Street Halifax Regional Municipality Traffic Impact Statement Final Report Prepared by: GRIFFIN transportation group inc. 30 Bonny View Drive Fall River, NS B2T 1R2 www.griffininc.ca Prepared
More informationSR 104/Paradise Bay-Shine Road Intersection Safety Improvements Intersection Control Evaluation
SR 104/Paradise Bay-Shine Road Intersection Safety Improvements Intersection Control Evaluation Background and Project Needs SR 104 is functionally classified as a rural-principal arterial. It is a limited
More informationAddendum to Traffic Impact Analysis for Port Marigny Site Mandeville, LA
Addendum to Traffic Impact Analysis for Port Marigny Site Mandeville, LA (St. Tammany Parish Mandeville, LA) Prepared For The Pittman Companies Michael N Pittman, MD 328 East Boston St Covington, LA 70433
More informationProposed Hotel and Restaurant Development
Traffic Impact Study Proposed Hotel and Restaurant Development Marbledale Road Tuckahoe, NY PREPARED FOR BILLWIN DEVELOPMENT AFFILIATES, LLC 365 WHITE PLAINS ROAD EASTCHESTER, NY. 10709 PREPARED BY Engineering
More informationInterstate 80 Corridor Study
Interstate 80 Corridor Study Final Technical Memorandum 5: Traffic Volumes, Accident Locations and Operational Deficiencies West Verdi (SR 425) Interchange to West McCarran Boulevard (SR 651) and East
More informationTRAFFIC IMPACT ANALYSIS FOR. RESIDENCE INN PROJECT Davis, CA. Prepared For: JACKSON PROPERTIES 155 Cadillac Drive, Suite 100 Sacramento, CA 95825
TRAFFIC IMPACT ANALYSIS FOR RESIDENCE INN PROJECT Davis, CA Prepared For: JACKSON PROPERTIES 155 Cadillac Drive, Suite 100 Sacramento, CA 95825 Prepared By: KD Anderson & Associates, Inc. 3853 Taylor Road,
More informationTraffic Impact Analysis. Alliance Cole Avenue Residential Site Dallas, Texas. Kimley-Horn and Associates, Inc. Dallas, Texas.
Traffic Impact Analysis Alliance Cole Avenue Residential Site Dallas, Texas February 15, 2018 Kimley-Horn and Associates, Inc. Dallas, Texas Project #064524900 Registered Firm F-928 Traffic Impact Analysis
More informationProposed location of Camp Parkway Commerce Center. Vicinity map of Camp Parkway Commerce Center Southampton County, VA
Proposed location of Camp Parkway Commerce Center Vicinity map of Camp Parkway Commerce Center Southampton County, VA Camp Parkway Commerce Center is a proposed distribution and industrial center to be
More informationAPPENDIX A LEVEL OF SERVICE CONCEPTS, ANALYSIS METHODOLOGIES,STANDARDS OF SIGNIFICANCE
APPENDIX A LEVEL OF SERVICE CONCEPTS, ANALYSIS METHODOLOGIES,STANDARDS OF SIGNIFICANCE Roadway Segment Level of Service Definitions LOS V/C Congestion/Delay Traffic Description (Used for surface streets,
More informationINTERCHANGE OPERTIONS STUDY Interstate 77 / Wallings Road Interchange
INTERCHANGE OPERTIONS STUDY Interstate 77 / Wallings Road Interchange City of Broadview Heights, Cuyahoga County, Ohio Prepared For: City of Broadview Heights Department of Engineering 9543 Broadview Road
More informationProposed Pit Development
July 5, 2017 via email: sam@greenwoodconst.ca CCTA File 114239 Sam Greenwood Greenwood Aggregates 205467 County Road 109 Amaranth, ON L9W 0V1 Re: Proposed Violet Hill Gravel Pit, Town of Mono Traffic Review
More informationOakbrook Village Plaza City of Laguna Hills
Oakbrook Village Plaza City of Laguna Hills Traffic Impact Analysis Prepared by: HDR Engineering 3230 El Camino Real, Suite 200 Irvine, CA 92602 October 2012 Revision 3 D-1 Oakbrook Village Plaza Laguna
More informationEXECUTIVE SUMMARY. The following is an outline of the traffic analysis performed by Hales Engineering for the traffic conditions of this project.
EXECUTIVE SUMMARY This study addresses the traffic impacts associated with the proposed Shopko redevelopment located in Sugarhouse, Utah. The Shopko redevelopment project is located between 1300 East and
More informationMemorandum. Megan Costa, SOCPA Sam Gordon, Town of DeWitt Jeanie Gleisner, CNYRPDB Meghan Vitale DATE: April 20, 2017
TO: FROM: Megan Costa, SOCPA Sam Gordon, Town of DeWitt Jeanie Gleisner, CNYRPDB Meghan Vitale DATE: April 20, 2017 RE: Syracuse Metropolitan Transportation Council 100 Clinton Square 126 N. Salina Street,
More informationDowntown One Way Street Conversion Technical Feasibility Report
Downtown One Way Street Conversion Technical Feasibility Report As part of the City s Transportation Master Plan, this report reviews the technical feasibility of the proposed conversion of the current
More informationJOHNSON RANCH RAPID CITY, SOUTH DAKOTA TRAFFIC IMPACT ANALYSIS
JOHNSON RANCH RAPID CITY, SOUTH DAKOTA TRAFFIC IMPACT ANALYSIS Prepared for: KTM Design Solutions 528 Kansas City Street, Suite 1 Rapid City, SD 57701 Prepared by: Felsburg Holt & Ullevig 6300 South Syracuse
More informationCity of Fairfax, Virginia City Council Work Session
City of Fairfax, Virginia City Council Work Session Agenda Item # City Council Meeting 8g 9/29/2015 TO: FROM: SUBJECT: ISSUE(S): SUMMARY: Honorable Mayor and Members of City Council Robert Sisson, City
More informationCitiGate Retail Development
CitiGate Retail Development Transportation Impact Study prepared for: Trinity Development Group Inc. Sun Life Financial Centre, East Tower 3250 Bloor Street West, Suite 1000 Toronto, ON M8X 2X9 prepared
More informationMEMORANDUM. Saint Edward Ballfields Traffic and Parking Analysis (Updated)
MEMORANDUM Date: May 26, 2016 To: From: Subject: Debbie Bent and Kris Overleese, City of Kenmore Kendra Breiland and Sarah Keenan, Fehr & Peers Saint Edward Ballfields Traffic and Parking Analysis (Updated)
More information