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Home My WebLink About2018036_385 Broadway_Site Plan Resubmission (2018-08-17)_8/24/2018 3:19:17 PM (3) 385 Broadway Mixed-Use Development TRAFFIC IMPACT STUDY JULY 2018 Prepared for: 385 Broadway, LLC 553 Crescent Ave Saratoga Springs, NY 12866 Prepared by: Greenman-Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY 12205 GPI Project # 2018088.00 385 Broadway Mixed-Use Development Traffic Impact Study i July 2018 TABLE OF CONTENTS Page I. INTRODUCTION 1 II. PROJECT DESCRIPTION 1 III. EXISTING CONDITIONS 1 A STUDY AREA DESCRIPTION 1 B. EXISTING TRAFFIC VOLUMES 4 C. BACKGROUND TRAFFIC GROWTH 4 IV. PROJECTED TRAFFIC CONDITIONS 6 A. SITE GENERATED TRAFFIC 6 B. TRIP DISTRIBUTION 7 C. BUILD CONDITION TRAFFIC VOLUMES 7 V. OPERATING CONDITIONS 10 A. CAPACITY ANALYSIS DESCRIPTION 10 B. RESULTS OF ANALYSIS 11 VI. FINDINGS AND RECOMMENDATIONS 13 APPENDICES A – Traffic Count Data B – Capacity Analysis Worksheets 385 Broadway Mixed-Use Development Traffic Impact Study ii July 2018 LIST OF FIGURES Page FIGURE 1 – Site Location Map 2 FIGURE 2 – Study Area 3 FIGURE 3 – 2018 Existing Peak Hour Traffic Volumes 5 FIGURE 4 – Directional Distribution of New Site Trips & Trip Assignment 8 FIGURE 5 – Build Condition Peak Hour Traffic Volumes 9 FIGURE 6 – Optional Improvements Sketch 12 LIST OF TABLES Page TABLE 1 – Trip Generation Summary 6 TABLE 2 – Level of Service Criteria 10 TABLE 3 – Level of Service Summary 11 385 Broadway Mixed-Use Development Traffic Impact Study 1 July 2018 I. INTRODUCTION Greenman-Pedersen, Inc. (GPI) has been retained to assess the traffic impacts of a proposed mixed-use retail/residential development located at 385 Broadway in Saratoga Springs, New York. The following report details the analysis performed to assess the traffic impacts of the proposed development on the adjacent roadway network within the study area. It includes a summary of the assumptions and procedures used in the analysis, the findings of the analysis, and it presents any necessary measures to mitigate impacts. II. PROJECT DESCRIPTION The proposed development will expand the existing one-story building currently located at 385 Broadway to provide a multi-story mixed use building with retail/commercial space on the first floor and residential units on the upper levels. Pedestrian access will be provided at several locations including along Broadway. Parking will be provided and will be accessed through an easement through the existing parking lot reserved for “Fingerpaint” employees and connects to Division Street opposite Woodlawn Ave. A Project Location Map showing the site’s location in relation to the area roadways is depicted in Figure 1 on the next page. The proposed project, when completed, is expected to include 72 apartments (27 of these units designated as “micro apartments), approximately 8,500 square feet (sf) of retail space (2,400 sf being new retail space) and 60 parking spaces. III. EXISTING CONDITIONS A. STUDY AREA DESCRIPTION A review of the adjacent roadway network and traffic data indicated that the intersection of Division Street and Woodlawn Avenue/parking lot access was the only likely location to possibly be significantly impacted by project traffic. An aerial photo of this intersection depicting the lane geometry and surrounding area is shown as Figure 2 – Study Area. 1JUNE 2018 SARATOGA SPRINGS, NY 12866 MIXED-USE DEVELOPMENT 385 BROADWAY PROPOSED S ITE AREA STUDY WASHINGTON ST N CONSULTING ENGINEERS GPI Albany, NY 12205 Suite 300 FIGURE NO.DATE: NO SCALE SCALE:JOB NO. Greenman-Pedersen 80 Wolf Road TRAFFIC IMPACT STUDY 2018088.00 SITE LOCATION MAP 385 Broadway Mixed-Use Development Traffic Impact Study 3 July 2018 Figure 2 – Study Area A description of the roadways and intersections within the study area is provided below. Intersection of Division Street and Woodlawn Ave. / Site Access – This 4-legged intersection is two-way stop controlled with stop signs located on the Woodlawn Ave. and site entrance (parking lot access) approaches. There are pedestrian crosswalks across the west Division Street leg and the north Woodlawn Ave. leg. The sidewalk extends across the driveway to the Fingerprint parking lot. The Division Street crosswalk additionally has pedestrian warning signs facing both eastbound and westbound at the crossing. All approaches at this intersection include a single lane from which all movements (left, through & right) are taken. The intersection is located approximately 200 feet east of the signalized intersection at Railroad Place and 300 feet west of the signalized intersection at Broadway. Division Street – A two-lane urban street with parallel parking along both sides of the roadway. The posted speed limit is 30 mph, which is the Citywide speed limit. There are sidewalks on both sides of the street to accommodate pedestrians. Woodlawn Avenue – This roadway is 2-lane urban street that runs perpendicular to Division Street. It has a parking lane adjacent to the northbound travel lane and provides access to a lar ge municipal parking garage on the northeast corner of the Division Street and Woodlawn Ave. Intersection. There are sidewalks on both sides of the street to accommodate pedestrians and the posted speed limit is 30 mph. STUDY AREA INTERSECTION Parking for Fingerpaint Employees 385 Broadway Mixed-Use Development Traffic Impact Study 4 July 2018 B. EXISTING TRAFFIC VOLUMES Existing traffic operating conditions were determined through field reconnaissance and traffic counts performed by GPI at the intersection of Division Street and Woodlawn Ave / Site Access as previously mentioned. Vehicular turn movement data as well as pedestrian activity was collected by GPI during the hours of 7:00 – 9:00 AM and 4:00 – 6:00 PM on Thursday April 31, 2018. Based on the count data, it was determined that the weekday morning peak hour for roadway traffic is 8:00 to 9:00 AM and the afternoon peak hour is 4:30 to 5:30 PM. The traffic count data sheets are included in Appendix A of this report. Additionally, GPI reviewed NYSDOT seasonal adjustment factors to determine how the count data compared to average annual conditions. The adjustment factor for April, when the counts were performed, is 1.016, which indicates April traffic is typically 1.6% higher than average annual conditions. Because April traffic is similar and slightly higher than average annual condition, no seasonal adjustment was made to the traffic count data to conservatively estimate the average annual peak hour traffic volumes. The 2018 existing peak hour traffic volumes used in the analysis are depicted on Figure 3 on the next page. It should be noted when reviewing the diagrams for the existing traffic volumes that pedestrian crossing volumes are not only listed for the three marked and legal intersection crossings, but for the fourth leg (no crosswalk) and for a diagonal crossing movement as well. With a large office building on the southwest corner of the intersection and a heavily used parking garage located on the northeast corner of the intersection, many pedestrians appear to take the most direct path between them when possible, which results in a significant number of pedestrians making this diagonal movement in the existing condition. C. BACKGROUND TRAFFIC GROWTH Since the Estimated Time of Completion (ETC) for this project is projected to be within approximately one year and the development is located within a fully built up downtown area, it is unlikely that any significant growth will occur before construction is completed. As such, no background growth was applied to the existing traffic volumes and it is assumed that the existing volumes will also be the volumes in place for the future No-Build condition (volumes during the ETC timeframe if the development was not constructed). 422(PEDESTRIANS) * NO CROSSWALK LOCATED IN THIS AREA 3JUNE 2018 SARATOGA SPRINGS, NY 12866 MIXED-USE DEVELOPMENT 385 BROADWAY 23617WOODLAWN AVE (PEDESTRIANS) * NO CROSSWALK LOCATED IN THIS AREA 23 88 37 (26) (74)(79)WOODLAWN AVE DIVISION ST. (1)*(11)* (50) (24)* NOTE:DIVISION ST. PARKING TO PROJECT PM PEAK HOUR VOLUMES AM PEAK HOUR VOLUMES N N CONSULTING ENGINEERS GPI Albany, NY 12205 Suite 300 FIGURE NO.DATE: NO SCALE SCALE:JOB NO. PEAK HOUR TRAFFIC VOLUMES 2018 EXISTING CONDITION Greenman-Pedersen 80 Wolf Road TRAFFIC IMPACT STUDY 2018088.0013667347032 122 55 8 164 29 8 88 27 (82)(8)*(106) NOTE: PARKING TO PROJECT 385 Broadway Mixed-Use Development Traffic Impact Study 6 July 2018 IV. PROJECTED TRAFFIC CONDITIONS A. SITE GENERATED TRAFFIC Once completed the project will consist of a total of 72 rental units and 8,533 sf of first floor commercial space. The project also includes the addition of 60 parking spaces to support the needs of the residents. These spaces will be accessed through the existing driveway easement that connects to Division Street opposite Woodlawn Ave. The current use of the site provides 6,136 sf of commercial space. Although a 2,397 sf increase retail space is proposed, this is not expected to correlate to a direct increase in traffic, as no parking is proposed to support this increase in retail use and being sited in an urban area (with a walk score of 98) this increase in space should not directly correlate to an increase in traffic, as it is expected that patrons will already be within the downtown area and any trips for the new commercial space will be walking pass-by trips along Broadway that would be downtown shopping regardless of whether this development was in place or not. However, the residential component will have direct access to 60 dedicated parking spaces and will generate additional traffic for the development. As such, it is appropriate to provide estimates of the additional traffic that would be generated by the new 72 rental units proposed. The project sponsor has provided the program information shown to the right concerning the proposed apartments. Micro apartments are new trend in rental products that are generally studio apartments of approximately 500 sf. that typically appeal to young single persons. Trip Generation forecasts are typically estimated using the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). For this project, the ITE Land Use Code 231 “Mid-Rise Residential with first floor commercial” was primarily used. However, since ITE does not provide a micro apartment category, a study of micro apartments from Kirkland Washington was used to develop traffic generation estimated for the 26 units that fit into that category. The resulting trip generation estimated for this project are presented in Table 1 below. TABLE 1 TRIP GENERATION SUMMARY Apartment Type AM Peak Hour PM Peak Hour In Out Total In Out Total 46 Standard 4 10 14 12 5 17 (Trip Rate) * 0.30 0.36 26 Micro 1 3 4 1 2 3 (Trip Rate) * 0.14 0.13 Total New Trips 5 13 18 13 7 20 * Trip rate for standard apartments are from ITE, trip rate for micro apartments are from Kirkland, WA study The walk score for the site location and referenced trip generation information from the Kirkland study are provided in Appendix A. Apartment Type Number of Units 1 Bedroom 1 Bath 34 2 Bedroom 2 Bath 1 2 Bedroom 2.5 Bath 11 Micro Apartments 26 Total 72 385 Broadway Mixed-Use Development Traffic Impact Study 7 July 2018 B. TRIP DISTRIBUTION Based on existing traffic patterns and potential commuter routes, it is assumed that the new site trips will be distributed to the roadway network based on the following distribution: • 25% to/from the North via Woodlawn Ave. • 50% to/from the East via Division St. • 25% to/from the West via Division St. The traffic generated to and from the proposed site was split relatively evenly between the three possible directions with most of traffic coming to/from the east due to the location of Broadway, a significant north-south thoroughfare. The trip distribution is depicted in more detail on Figure 4. Applying this distribution to the projected trip generation for the site results in the AM and PM peak hour trip assignments shown which is also shown on Figure 4. C. BUILD CONDITION TRAFFIC VOLUMES The build condition peak hour traffic volumes used for analysis were developed by combining the No-Build condition traffic volumes with the trips generated by the proposed development. The resulting Build Condition Peak Hour Traffic Volumes are illustrated on Figure 5. It should be noted when reviewing the Build condition volumes that the illegal pedestrian movements across Division Street were removed, and the pedestrian traffic making those movements were shifted to the legal crosswalks. This was done to provide the most conservative estimate of pedestrian delay for the analysis (as higher pedestrian volumes at a single crosswalk would yield the highest delay for that movement). It is possible that a new crosswalk facility could be constructed across the eastern leg of the intersection, which would split pedestrian traffic between two Division Street crossings. If this occurs, operations at the two crossings would be statistically better than that reported for a single crossing with more pedestrian traffic. 25%4JUNE 2018 SARATOGA SPRINGS, NY 12866 MIXED-USE DEVELOPMENT 385 BROADWAY 25%50%+7 (+3)+3 (+2) +3 (+2)PM: 13 IN / 17 OUT AM: 5 IN / 13 OUT AM (PM) NEW SITE TRIPS WOODLAWN AVE OUTBOUND TRIPS INBOUND TRIPS 50%DIVISION ST. PARKING TO PROJECT TRIP DISTRUBUTION TRIP ASSIGNMENT N N CONSULTING ENGINEERS GPI Albany, NY 12205 Suite 300 FIGURE NO.DATE: NO SCALE SCALE:JOB NO. Greenman-Pedersen 80 Wolf Road TRAFFIC IMPACT STUDY 2018088.00 TRIP ASSIGNMENT TRIP DISTRIBUTION & 25% 25% NOTE: WOODLAWN AVE +3 (+7) NOTE:DIVISION ST. PARKING TO PROJECT +1 (+3) +1 (+3) 1155PARKING TO PROJECT 5JUNE 2018 SARATOGA SPRINGS, NY 12866 MIXED-USE DEVELOPMENT 385 BROADWAY (PEDESTRIANS)26819(114)WOODLAWN AVE (PEDESTRIANS) PM PEAK HOUR VOLUMES AM PEAK HOUR VOLUMES 26 88 37 (27) (86)(91)(58) (138) WOODLAWN AVE DIVISION ST. PARKING TO PROJECT DIVISION ST. N N CONSULTING ENGINEERS GPI Albany, NY 12205 Suite 300 FIGURE NO.DATE: NO SCALE SCALE:JOB NO. Greenman-Pedersen 80 Wolf Road TRAFFIC IMPACT STUDY 2018088.00 PEAK HOUR TRAFFIC VOLUMES BUILD CONDITION13767377033 122 55 11 164 29 NOTE: 15 88 27 NOTE: 385 Broadway Mixed-Use Development Traffic Impact Study 10 July 2018 V. OPERATING CONDITIONS A. CAPACITY ANALYSIS DESCRIPTION The operating conditions of transportation facilities are evaluated based on the relationship of existing or projected traffic volumes to the theoretical capacity of the highway facility. Various factors affect capacity including traffic volume, travel speed, roadway geometry, grade, number and width of travel lanes and intersection control. The current standards for evaluating capacity and operating conditions are contained in the Highway Capacity Manual (HCM 2010), published by the Transportation Research Board. The procedures describe operating conditions in terms of Level of Service (LOS). In general, "A" represents the best operating condition with unrestricted flow and little or no delay per vehicle, and "F" represents the worst, with congested conditions, long delays and poor traffic operations. LOS C or better is generally desirable, but LOS D for signalized locations and LOS E for unsignalized are generally acceptable during peak periods as long as the volume to capacity ratio (v/c) is below 1.0. Table 2 below presents the LOS criteria for both unsignalized intersections and for pedestrian crossing movements. TABLE 2 LEVEL OF SERVICE CRITERIA LOS Unsignalized Intersection Delay Per Vehicle (sec.) Pedestrian LOS Control Delay (sec./pedestrian) A < 10.0 < 5.0 B > 10.0 and < 15.0 > 5.0 and < 10.0 C >15.0 and <25.0 >10.0 and <20.0 D > 25.0 and < 35.0 > 20.0 and < 30.0 E > 35.0 and < 50.0 > 30.0 and < 45.0 F > 50.0 > 45.0 It should be noted that the LOS criteria for an unsignalized intersection is reported for the side street approaches and mainline left turn movement only, as the uncontrolled through and right turn movements along the mainline are assumed to have a theoretical delay of zero in the HCM methodology. For the pedestrian level of service, LOS is reported for the uncontrolled crossings only and assumes random pedestrian arrivals and an even directional and lane distribution. As vehicles are required to stop for pedestrians when a stop sign is present, pedestrian crossings are assumed to have a zero delay on stop-sign controlled approaches. 385 Broadway Mixed-Use Development Traffic Impact Study 11 July 2018 B. RESULTS OF ANALYSIS To determine the impact of the proposed development on the operations of the adjacent transportation system, traffic operations were analyzed for the AM and PM peak hours under both existing and Build conditions. The traffic operations within the study area for these conditions are summarized in Table 3 and computation worksheets for each of the analyses are provided in Appendix B. TABLE 3 PEAK HOUR LEVEL OF SERVICE SUMMARY Intersection Approach (Movement) Existing Condition Build Condition AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Division Street and Woodlawn Ave / Site Access Eastbound Left A (8.2) A (8.2) A (8.2) A (8.3) Westbound Left A (7.8) A (7.9) A (7.7) A (7.8) Northbound B (13.3) C (16.2) B (13.3) C (16.5) Southbound C (15.5) C (21.9) C (15.7) C (22.4) Pedestrians (West Leg xwalk) A (4.1) B (5.9) A (4.1) B (5.9) Note: X (XX.X) = Level of Service (delay in seconds per vehicle or pedestrian) A summary of operations at the studied intersection is as follows: Division Street and Woodlawn Ave / Site Entrance: Under existing conditions, this two way stop-controlled intersection operates with the side street approaches (Woodlawn Ave & Parking Access) both operating at LOS C or better in each of the peak hours, and with left turns off Division Street operating at LOS A. This continues under the Build condition (with the proposed development in place). The added traffic from the proposed development does not cause a change in level of service. As such, no roadway or traffic control improvements are necessary at this location to maintain acceptable vehicular traffic operations with the new development. For pedestrians, the HCM 2010 methodology shows the Division Street crossing at the west leg of the intersection to operate at LOS A in the morning and LOS B in the evening peak hour for both the existing and Build conditions. Again, no change in level of service for pedestrians is expected. It should be noted in the Build condition analysis that all pedestrians crossing Division Street were assumed to cross only at the west leg crosswalk, even though existing traffic counts show several illegal crossings both diagonally and across the east leg that has no crosswalk. This was done to determine the worst-case pedestrian level of service if all people followed the rules of the road. However, comparing the pedestrian level of service of the existing condition 385 Broadway Mixed-Use Development Traffic Impact Study 12 July 2018 analysis, which included the illegal movements, and the build analysis, which forced and assumed legal movements, the expected pedestrian delay remains the same. Based on a strict interpretation of the HCM pedestrian analysis results, a second Division Street pedestrian crossing is not required at this location to maintain acceptable pedestrian levels of service. However, the significant number of illegal crossings does indicate that pedestrian improvements should be considered to better direct pedestrians and help focus them to safer crossing locations. Though not required for acceptable operations, a second Division Street Crosswalk on the east leg of the intersection should be considered as an optional improvement. By adding this crosswalk, any pedestrians crossing the east leg of the intersection would have a more highlighted and safer crossing. In addition, this new crossing that goes directly to the corner where the parking garage is located may help reduce the diagonal crossing pedestrians, which are the most problematic at this intersection. Figure 6 below shows a concept sketch of the optional improvement suggested. This improvement could be made with or without the bulbout option depending on City desires and drainage requirements. Figure 6 – Optional Improvements Sketch 385 Broadway Mixed-Use Development Traffic Impact Study 13 July 2018 VI. FINDINGS AND RECOMMENDATIONS This study includes an evaluation of the potential traffic impacts caused by the addition of a mixed-use commercial/residential development at 385 Broadway in the City of Saratoga Springs, New York. The development is anticipated to consist of 72 rental units, and a first floor commercial space totaling 8,533 sf. (only 2397 sf that would be new). Findings and recommendations derived from the analysis include the following: ➢ It is estimated that the proposed development will generate 18 new AM peak hour trips (5 entering & 13 exiting) and 20 new PM peak hour trips (13 entering & 7 exiting), based on information from ITE’s Trip Generation Manual, 10th Edition and other resources. ➢ Level of service analyses were performed at the intersection of Division Street and Woodlawn Ave / Site Access. These analyses showed that the traffic added due to the new development produces no change in level of service under build conditions and an acceptable level of service is maintained in both the AM and PM peak hour with the development in place. ➢ Field observations noted that there were pedestrians crossing the study area intersection where there was no defined crosswalk. Adding a second crosswalk on Division Street, across the east leg on the intersection would help alleviate these illegal pedestrian crossing maneuvers. This improvement could be made with or without bulbouts to shorten the crossing distance. Overall, the analysis indicates that the proposed multi-use development could be added to the area with parking lot access to Division Street with minimal traffic impacts. The existing roadway and adjacent intersection can accommodate the proposed development traffic with no change in geometrics or traffic control being necessary. 385 Broadway Mixed-Use Development Traffic Impact Study 14 July 2018 APPENDIX A TRAFFIC COUNT DATA File Name : Division Street at Woodlawn Ave - AM Peak 0700-0900 Site Code : 2018088 Start Date : 5/31/2018 Page No : 1 Groups Printed- Cars - Trucks Woodlawn Ave From North Division Street From East Parking Lot From South Division Street From West Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 4 0 4 6 14 2 14 5 0 21 1 0 0 3 4 4 22 3 4 33 72 07:15 AM 2 0 6 8 16 1 14 5 0 20 0 0 0 3 3 4 35 2 8 49 88 07:30 AM 5 1 5 13 24 2 11 8 0 21 3 0 3 5 11 5 26 1 11 43 99 07:45 AM 6 0 4 11 21 2 23 12 2 39 1 0 2 6 9 10 41 1 10 62 131 Total 17 1 19 38 75 7 62 30 2 101 5 0 5 17 27 23 124 7 33 187 390 08:00 AM 4 0 2 15 21 3 20 9 0 32 0 0 1 4 5 12 30 3 16 61 119 08:15 AM 2 1 0 21 24 7 14 12 0 33 1 1 0 3 5 8 29 8 15 60 122 08:30 AM 3 2 2 17 24 6 18 11 1 36 1 1 2 11 15 18 25 6 23 72 147 08:45 AM 4 3 2 21 30 7 36 5 0 48 0 0 1 8 9 17 38 15 25 95 182 Total 13 6 6 74 99 23 88 37 1 149 2 2 4 26 34 55 122 32 79 288 570 Grand Total 30 7 25 112 174 30 150 67 3 250 7 2 9 43 61 78 246 39 112 475 960 Apprch %17.2 4 14.4 64.4 12 60 26.8 1.2 11.5 3.3 14.8 70.5 16.4 51.8 8.2 23.6 Total %3.1 0.7 2.6 11.7 18.1 3.1 15.6 7 0.3 26 0.7 0.2 0.9 4.5 6.4 8.1 25.6 4.1 11.7 49.5 Cars 29 7 24 110 170 30 146 66 3 245 7 2 8 42 59 77 233 39 111 460 934 % Cars 96.7 100 96 98.2 97.7 100 97.3 98.5 100 98 100 100 88.9 97.7 96.7 98.7 94.7 100 99.1 96.8 97.3 Trucks 1 0 1 2 4 0 4 1 0 5 0 0 1 1 2 1 13 0 1 15 26 % Trucks 3.3 0 4 1.8 2.3 0 2.7 1.5 0 2 0 0 11.1 2.3 3.3 1.3 5.3 0 0.9 3.2 2.7 Woodlawn Ave From North Division Street From East Parking Lot From South Division Street From West Start Time Left Thru Right Peds App. Total Thru Right Peds App. Total Thru Right Peds App. Total Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 4 0 2 15 21 3 20 9 0 32 0 0 1 4 5 12 30 3 16 61 119 08:15 AM 2 1 0 21 24 7 14 12 0 33 1 1 0 3 5 8 29 8 15 60 122 08:30 AM 3 2 2 17 24 6 18 11 1 36 1 1 2 11 15 18 25 6 23 72 147 08:45 AM 4 3 2 21 30 7 36 5 0 48 0 0 1 8 9 17 38 15 25 95 182 Total Volume 13 6 6 74 99 23 88 37 1 149 2 2 4 26 34 55 122 32 79 288 570 % App. Total 13.1 6.1 6.1 74.7 15.4 59.1 24.8 0.7 5.9 5.9 11.8 76.5 19.1 42.4 11.1 27.4 PHF .813 .500 .750 .881 .825 .821 .611 .771 .250 .776 .500 .500 .500 .591 .567 .764 .803 .533 .790 .758 .783 Greenman-Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY 12205 518.453.9431 Left Left Left File Name : Division Street at Woodlawn Ave - PM Peak 1600-1800 Site Code : 201088 Start Date : 5/31/2018 Page No : 1 Groups Printed- Cars - Trucks Woodlawn Ave From North Division Street From East Parking Lot From South Division Street From West Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 04:00 PM 15 1 22 30 68 0 27 5 3 35 4 0 5 4 13 10 37 6 24 77 193 04:15 PM 9 3 10 18 40 3 12 7 3 25 4 1 4 9 18 10 37 5 11 63 146 04:30 PM 22 1 18 23 64 2 24 9 1 36 4 1 6 7 18 4 37 1 15 57 175 04:45 PM 14 1 10 20 45 2 20 7 4 33 2 2 4 7 15 8 51 4 21 84 177 Total 60 6 60 91 217 7 83 28 11 129 14 4 19 27 64 32 162 16 71 281 691 05:00 PM 23 1 24 36 84 2 26 4 2 34 6 2 8 18 34 9 52 2 26 89 241 05:15 PM 14 1 18 27 60 2 18 7 1 28 5 1 5 18 29 8 24 1 20 53 170 05:30 PM 10 0 8 26 44 2 26 7 2 37 3 0 3 18 24 5 26 1 17 49 154 05:45 PM 14 0 22 18 54 9 17 5 0 31 5 2 4 32 43 7 28 5 13 53 181 Total 61 2 72 107 242 15 87 23 5 130 19 5 20 86 130 29 130 9 76 244 746 Grand Total 121 8 132 198 459 22 170 51 16 259 33 9 39 113 194 61 292 25 147 525 1437 Apprch %26.4 1.7 28.8 43.1 8.5 65.6 19.7 6.2 17 4.6 20.1 58.2 11.6 55.6 4.8 28 Total %8.4 0.6 9.2 13.8 31.9 1.5 11.8 3.5 1.1 18 2.3 0.6 2.7 7.9 13.5 4.2 20.3 1.7 10.2 36.5 Cars 121 8 132 194 455 22 170 51 16 259 33 9 39 106 187 61 291 25 147 524 1425 % Cars 100 100 100 98 99.1 100 100 100 100 100 100 100 100 93.8 96.4 100 99.7 100 100 99.8 99.2 Trucks 0 0 0 4 4 0 0 0 0 0 0 0 0 7 7 0 1 0 0 1 12 % Trucks 0 0 0 2 0.9 0 0 0 0 0 0 0 0 6.2 3.6 0 0.3 0 0 0.2 0.8 Woodlawn Ave From North Division Street From East Parking Lot From South Division Street From West Start Time Left Thru Right Peds App. Total Thru Right Peds App. Total Thru Right Peds App. Total Thru Right Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 22 1 18 23 64 2 24 9 1 36 4 1 6 7 18 4 37 1 15 57 175 04:45 PM 14 1 10 20 45 2 20 7 4 33 2 2 4 7 15 8 51 4 21 84 177 05:00 PM 23 1 24 36 84 2 26 4 2 34 6 2 8 18 34 9 52 2 26 89 241 05:15 PM 14 1 18 27 60 2 18 7 1 28 5 1 5 18 29 8 24 1 20 53 170 Total Volume 73 4 70 106 253 8 88 27 8 131 17 6 23 50 96 29 164 8 82 283 763 % App. Total 28.9 1.6 27.7 41.9 6.1 67.2 20.6 6.1 17.7 6.2 24 52.1 10.2 58 2.8 29 PHF .793 1.00 .729 .736 .753 1.00 .846 .750 .500 .910 .708 .750 .719 .694 .706 .806 .788 .500 .788 .795 .791 Greenman-Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY 12205 518.453.9431 Left Left Left Page 1 of 2 Excerpt below is from the Traffic Impact Study conducted for the Plaza Residential Mixed-Use Development, 330 4th Street, Kirkland, WA, prepared by Transportation Solutions, Inc., February 2017 Trip Generation Micro-Apartment Land Use; Arête Trip Generation Trip generation for the proposed micro-apartment use was forecast using existing vehicle trip generation information collected at the neighboring Arête site. Kirkland staff approved the scope of the data collection and methodology. Arête, located adjacent to the Project, includes 228 micro-apartments (also known as residential suites), 62 apartment units and 8,500 square feet of commercial space. A post-occupancy resident and visitor vehicle trip generation study was documented in August 2016 for Arête as a basis to compute the Arête’s traffic impact fees and a follow-up analysis was completed in January 2017 to forecast trip generation for the Project’s micro-apartments. Vehicle trips in and out of Arête were collected by Traffic Count Consultants, Inc. from Tuesday to Thursday (August 2-August 4, 2016) between 4 and 6 PM, from Tuesday to Thursday (January 24- January 26, 2017) between 7 and 9 AM, and on Wednesday, January 25, 2017 between 4 and 6 PM. In August 2016 vehicle trips were collected at Arête’s lower-garage off 4th Ave. For the January 2017 counts, vehicle trips were collected at Arête’s lower-garage and upper-garage off Central Way. The site’s upper-garage, off Central Way, was not open during the August 2016 data collection. Arête’s tenants are required to sign an affidavit to register their vehicle(s) and are required to park on site. Vehicles are issued either a “blue” sticker, for resident tenants, or a “green” sticker, for commercial employees, to place on their vehicle(s). Tenant parking for both residents and commercial employees is in the lower-garage. The upper-garage is for commercial visitors. The Applicant manages their onsite parking by: providing tenants ORCA cards, outsourcing with Diamond Parking to identify parking violations in the neighborhood, and issuing citations for tenant parking violations. Visitor trips (vehicles with no sticker) vary from day to day. Visitor trips are included with the total resident trip generation data summarized in Table 1. Visitors trips were not tracked to determine whether they were a resident-visitor or commercial-visitor. Table 1: Trip Generation Study; Summary of Data Collection Count Date 8/2/2016 8/3/2016 8/4/2016 1/24/2017 1/25/2017 1/26/2017 AM Peak Trips - - - 40 39 36 Occupancy2 - - - 95.5% 95.5% 95.5% AM Average3 - 37 PM Peak Trips 33 38 29 - 36 - Occupancy2 92.4% 92.4% 92.4% - 95.5% - PM Average3 33 36 1. Resident trips plus Visitor trips 2. Resident unit (apartments and micro-apartments) occupancy at the time of the study, from Arête Management 3. 3-day average AM and PM peak hour trips Page 2 of 2 Table 2 summarizes methodology used to forecast trip rate for the micro-apartment land use. Micro- apartments generate: 0.14 AM peak hour trips per unit and 0.13 PM peak hour trips per unit. Table 2: Residential Suite Land Use Trip Rate Total Units 2016 Occupied Units1 2016 Trip Count2,3 Trip Adjust. for Unit Occupancy4 2017 Occupied Units1 2017 Trip Count2,3 Trip Adjust. for Unit Occupancy4 Total 290 272 37 40 Apartments 62 52 7 8 Resident Suite 228 220 30 31 Resident Suite AM Trip Rate5 0.14 Total 290 268 33 36 272 36 38 Apartments 62 55 7 8 52 7 8 Resident Suite 228 213 26 28 220 29 30 Resident Suite PM Trip Rate5 0.12 0.13 1. Resident unit occupancies provided by Arête Management 2. Peak hour vehicle trip data from Table 2. AM data was not collected in the 2016. 3. Trips assigned to the apartment and micro-apartment uses based on the ratio of occupied units. 4. Trips adjusted for full occupancy of the site 5. (Micro-Apartment adjusted trips) ÷ (228 total residential units) The daily rate for micro-apartments is based on the average ratios of (ITE) daily low-rise apartment trip rate to (ITE) AM Low-Rise Apartment trip rate multiplied by the AM micro-apartment trip rate and (ITE) daily low-rise apartment trip rate to (ITE) PM Low-Rise Apartment trip rate multiplied by the PM micro- apartment trip rate and. The daily micro-apartment trip rate is forecast as 1.74 daily trips per unit (= ((6.59 ÷ 0.46 x 0.14) + (6.59 ÷ 0.58 x 0.13)) ÷ 2). 385 Broadway Mixed-Use Development Traffic Impact Study 15 July 2018 APPENDIX B CAPACITY ANALYSIS WORKSHEETS HCM 2010 TWSC 3: Site Access / Parking Lot/Woodlawn Ave & Division Street 2018 Exising AM Peak 385 Broadway Traffic Study Synchro 9 Report GPI Page 1 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 55 122 32 23 88 37 2 2 4 13 6 6 Future Vol, veh/h 55 122 32 23 88 37 2 2 4 13 6 6 Conflicting Peds, #/hr 74 0 37 26 0 85 90 0 1 12 0 79 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 1 511321111314 Mvmt Flow 70 154 41 29 111 47 3 3 5 16 8 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 243 0 0 232 0 0 642 652 224 608 649 310 Stage 1 ------351351-278278- Stage 2 ------291301-330371- Critical Hdwy 4.11 - - 4.11 - - 7.11 6.51 6.31 7.13 6.51 6.24 Critical Hdwy Stg 1 ------6.11 5.51 - 6.13 5.51 - Critical Hdwy Stg 2 ------6.11 5.51 - 6.13 5.51 - Follow-up Hdwy 2.209 - - 2.209 - - 3.509 4.009 3.399 3.527 4.009 3.336 Pot Cap-1 Maneuver 1329 - - 1342 - - 388 388 794 406 390 725 Stage 1 ------668634-726682- Stage 2 ------719667-681621- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1206 - - 1325 - - 308 317 759 342 319 609 Mov Cap-2 Maneuver ------308317-342319- Stage 1 ------604574-628616- Stage 2 ------621603-622562- Approach EB WB NB SB HCM Control Delay, s 2.1 1.2 13.3 15.5 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 443 1206 - - 1325 - - 375 HCM Lane V/C Ratio 0.023 0.058 - - 0.022 - - 0.084 HCM Control Delay (s) 13.3 8.2 0 - 7.8 0 - 15.5 HCM Lane LOS B A A - A A - C HCM 95th %tile Q(veh) 0.1 0.2 - - 0.1 - - 0.3 HCM 2010 TWSC-Pedestrians 3: Site Access / Parking Lot/Woodlawn Ave & Division Street 2018 Exising AM Peak 385 Broadway Traffic Study Synchro 9 Report GPI Page 2 Approach Approach Direction EB Median Present? No Approach Delay(s) 4.1 Level of Service A Crosswalk Length (ft) 38 Lanes Crossed 2 Veh Vol Crossed 210 Ped Vol Crossed 90 Yield Rate(%) 25 Ped Platooning No Critical Headway (s) 13.86 Prob of Delayed X-ing 0.55 Prob of Blocked Lane 0.33 Delay for adq Gap 13.48 Avg Ped Delay (s) 4.14 Approach Approach Direction WB Median Present? No Approach Delay(s) 4.1 Level of Service A Crosswalk Length (ft) 38 Lanes Crossed 2 Veh Vol Crossed 210 Ped Vol Crossed 1 Yield Rate(%) 10 Ped Platooning No Critical Headway (s) 13.86 Prob of Delayed X-ing 0.55 Prob of Blocked Lane 0.33 Delay for adq Gap 13.48 Avg Ped Delay (s) 4.14 HCM 2010 TWSC 3: Site Access / Parking Lot/Woodlawn Ave & Division Street 2018 Existing PM Peak 385 Broadway Traffic Study Synchro 9 Report GPI Page 1 Intersection Int Delay, s/veh 8.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 164 8 8 88 27 17 6 23 73 4 70 Future Vol, veh/h 29 164 8 8 88 27 17 6 23 73 4 70 Conflicting Peds, #/hr 106 0 74 50 0 130 106 0 8 32 0 82 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, % 1 11111111111 Mvmt Flow 36 205 10 10 110 34 21 8 29 91 5 88 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 274 0 0 289 0 0 656 651 316 610 639 363 Stage 1 ------357357-277277- Stage 2 ------299294-333362- Critical Hdwy 4.11 - - 4.11 - - 7.11 6.51 6.21 7.11 6.51 6.21 Critical Hdwy Stg 1 ------6.11 5.51 - 6.11 5.51 - Critical Hdwy Stg 2 ------6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 2.209 - - 2.209 - - 3.509 4.009 3.309 3.509 4.009 3.309 Pot Cap-1 Maneuver 1295 - - 1279 - - 380 389 727 408 395 684 Stage 1 ------663630-732683- Stage 2 ------712671-683627- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1153 - - 1237 - - 253 308 658 317 313 540 Mov Cap-2 Maneuver ------253308-317313- Stage 1 ------598568-626600- Stage 2 ------522589-601565- Approach EB WB NB SB HCM Control Delay, s 1.2 0.5 16.2 21.9 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 378 1153 - - 1237 - - 394 HCM Lane V/C Ratio 0.152 0.031 - - 0.008 - - 0.466 HCM Control Delay (s) 16.2 8.2 0 - 7.9 0 - 21.9 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 0.5 0.1 - - 0 - - 2.4 HCM 2010 TWSC-Pedestrians 3: Site Access / Parking Lot/Woodlawn Ave & Division Street 2018 Existing PM Peak 385 Broadway Traffic Study Synchro 9 Report GPI Page 2 Approach Approach Direction EB Median Present? No Approach Delay(s) 5.9 Level of Service B Crosswalk Length (ft) 38 Lanes Crossed 2 Veh Vol Crossed 252 Ped Vol Crossed 106 Yield Rate(%) 25 Ped Platooning No Critical Headway (s) 13.86 Prob of Delayed X-ing 0.62 Prob of Blocked Lane 0.38 Delay for adq Gap 15.37 Avg Ped Delay (s) 5.92 Approach Approach Direction WB Median Present? No Approach Delay(s) 5.9 Level of Service B Crosswalk Length (ft) 38 Lanes Crossed 2 Veh Vol Crossed 252 Ped Vol Crossed 8 Yield Rate(%) 10 Ped Platooning No Critical Headway (s) 13.86 Prob of Delayed X-ing 0.62 Prob of Blocked Lane 0.38 Delay for adq Gap 15.37 Avg Ped Delay (s) 5.92 HCM 2010 TWSC 3: Site Access / Parking Lot/Woodlawn Ave & Division Street Build Condition AM Peak 385 Broadway Traffic Study Synchro 9 Report GPI Page 1 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 55 122 33 26 88 37 5 5 11 13 7 6 Future Vol, veh/h 55 122 33 26 88 37 5 5 11 13 7 6 Conflicting Peds, #/hr 86 0 27 27 0 86 91 000091 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 1 511321111314 Mvmt Flow 70 154 42 33 111 47 6 6 14 16 9 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 244 0 0 223 0 0 642 652 202 612 649 312 Stage 1 ------342342-287287- Stage 2 ------300310-325362- Critical Hdwy 4.11 - - 4.11 - - 7.11 6.51 6.31 7.13 6.51 6.24 Critical Hdwy Stg 1 ------6.11 5.51 - 6.13 5.51 - Critical Hdwy Stg 2 ------6.11 5.51 - 6.13 5.51 - Follow-up Hdwy 2.209 - - 2.209 - - 3.509 4.009 3.399 3.527 4.009 3.336 Pot Cap-1 Maneuver 1328 - - 1352 - - 388 388 816 404 390 724 Stage 1 ------675640-718676- Stage 2 ------711661-685627- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1203 - - 1352 - - 309 318 797 336 320 607 Mov Cap-2 Maneuver ------309318-336320- Stage 1 ------616584-620608- Stage 2 ------610595-622572- Approach EB WB NB SB HCM Control Delay, s 2.1 1.3 13.3 15.7 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 459 1203 - - 1352 - - 369 HCM Lane V/C Ratio 0.058 0.058 - - 0.024 - - 0.089 HCM Control Delay (s) 13.3 8.2 0 - 7.7 0 - 15.7 HCM Lane LOS B A A - A A - C HCM 95th %tile Q(veh) 0.2 0.2 - - 0.1 - - 0.3 HCM 2010 TWSC-Pedestrians 3: Site Access / Parking Lot/Woodlawn Ave & Division Street Build Condition AM Peak 385 Broadway Traffic Study Synchro 9 Report GPI Page 2 Approach Approach Direction EB Median Present? No Approach Delay(s) 4.1 Level of Service A Crosswalk Length (ft) 38 Lanes Crossed 2 Veh Vol Crossed 210 Ped Vol Crossed 91 Yield Rate(%) 25 Ped Platooning No Critical Headway (s) 13.86 Prob of Delayed X-ing 0.55 Prob of Blocked Lane 0.33 Delay for adq Gap 13.48 Avg Ped Delay (s) 4.14 Approach Approach Direction WB Median Present? No Approach Delay(s) 0.0 Level of Service A Crosswalk Length (ft) 0 Lanes Crossed 2 Veh Vol Crossed 210 Ped Vol Crossed 0 Yield Rate(%) 10 Ped Platooning No Critical Headway (s) 0.00 Prob of Delayed X-ing 0.00 Prob of Blocked Lane 0.00 Delay for adq Gap 0.00 Avg Ped Delay (s) 0.00 HCM 2010 TWSC 3: Site Access / Parking Lot/Woodlawn Ave & Division Street Build Condition PM Peak Hour 385 Broadway Traffic Study Synchro 9 Report GPI Page 1 Intersection Int Delay, s/veh 8.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 164 11 15 88 27 19 8 26 73 7 70 Future Vol, veh/h 29 164 11 15 88 27 19 8 26 73 7 70 Conflicting Peds, #/hr 138 0 58 58 0 138 114 0000114 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, % 1 11111111111 Mvmt Flow 36 205 14 19 110 34 24 10 33 91 9 88 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 282 0 0 277 0 0 669 661 270 608 651 379 Stage 1 ------342342-302302- Stage 2 ------327319-306349- Critical Hdwy 4.11 - - 4.11 - - 7.11 6.51 6.21 7.11 6.51 6.21 Critical Hdwy Stg 1 ------6.11 5.51 - 6.11 5.51 - Critical Hdwy Stg 2 ------6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 2.209 - - 2.209 - - 3.509 4.009 3.309 3.509 4.009 3.309 Pot Cap-1 Maneuver 1286 - - 1292 - - 373 384 771 409 389 670 Stage 1 ------675640-709666- Stage 2 ------688655-706635- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1135 - - 1292 - - 244 304 732 322 308 520 Mov Cap-2 Maneuver ------244304-322308- Stage 1 ------618586-601576- Stage 2 ------489567-639581- Approach EB WB NB SB HCM Control Delay, s 1.2 0.9 16.5 22.4 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 379 1135 - - 1292 - - 391 HCM Lane V/C Ratio 0.175 0.032 - - 0.015 - - 0.48 HCM Control Delay (s) 16.5 8.3 0 - 7.8 0 - 22.4 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 0.6 0.1 - - 0 - - 2.5 HCM 2010 TWSC-Pedestrians 3: Site Access / Parking Lot/Woodlawn Ave & Division Street Build Condition PM Peak Hour 385 Broadway Traffic Study Synchro 9 Report GPI Page 2 Approach Approach Direction EB Median Present? No Approach Delay(s) 5.9 Level of Service B Crosswalk Length (ft) 38 Lanes Crossed 2 Veh Vol Crossed 252 Ped Vol Crossed 114 Yield Rate(%) 25 Ped Platooning No Critical Headway (s) 13.86 Prob of Delayed X-ing 0.62 Prob of Blocked Lane 0.38 Delay for adq Gap 15.37 Avg Ped Delay (s) 5.92 Approach Approach Direction WB Median Present? No Approach Delay(s) 0.0 Level of Service A Crosswalk Length (ft) 0 Lanes Crossed 2 Veh Vol Crossed 252 Ped Vol Crossed 0 Yield Rate(%) 10 Ped Platooning No Critical Headway (s) 0.00 Prob of Delayed X-ing 0.00 Prob of Blocked Lane 0.00 Delay for adq Gap 0.00 Avg Ped Delay (s) 0.00