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Home My WebLink About20180533 385 Broadway Mixed Use Traffic Study 7-26-18 385 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 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 iGPI 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 ii GPI 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. 385 Broadway Mixed-Use Development GPI Traffic Impact Study 1 July 2018 N o 4 i'Ql .'' se k- ''' i a tl :a 'xil6r 0. r A. r'J I -- "ii. �9 Saratoga0 ror 5 ��' prin siLZ- x .1;9 Lill 02., ' 5'4"` Ln aN+� '--a-^� �~E F,5,�"°lam 1 r~ iii y 7■.+1 L7 4: , L -- f Dar ' s , - -� ,-r W � ....r? 0 Oh * e ,e- STUDY Pcir, L,.7.,„ RO POSED SITE t I e1 1� �� AREA41'6 4 .Yeff IL. - - — WASHINGTON ST_ .� , "` Afiler rjjc, I.r Of ` r his. Co nLI I- 5 Pa r�. w,. -7 ',7) S ati I c a • .6--4- --Lm SI 50 -r T. .12 `' •. IID) ....r.e a. ri -64 . ——-- Qe' 0 Mt e , Greenman-Pedersen TRAFFIC IMPACT STUDY CONSULTING ENGINEERS 385 BROAD WAY GPI MIXED-USE DEVELOPMENT SITE LOCATION MAP 8OWolf Road SARATOGA SPRINGS, NY 12866 Suite 300 JOB NO. SCALE: DATE: FIGURE NO. Albany,NY 12205 2018088.00 NO SCALE JUNE 2018 1 Figure 2—Study Area . rL• . Ilk A. . i7 r . ----- ___ .:, \- -,&.- Pri. : ._ ------,---77 F� .r •:1 -. ��JJ -,ft. ___41 1 7.. �. T, r ii A ' :4!°:44-P-1,)1::.. , , 7 r ,fit e F' ..., . it,, .7 ..: '0 1 - 4 1 I 0 ' .Z.' " . Aft ';i7:11 c) • •; A 0 . i ?:;k %'c,5, ._ g 4 STUDY AREA .',A.. �. e.+ --. ,,„s, .,..., ',. :, /Jr .,"440 rrrh470+ i n St I-ilk � L W: ril ihi."'":- / 'L.!-, sat ot _ - -c, ' 'raw,. . iiIiip y dub -‘ , - ---i ---------,4 # ,. , i--, =: - ..- , . * : ii,t,...g. - ,,,,kg,-„::7 . -,, 4; ' 4:V-- . - 0 i, - . r 'e::_ a i / ---' / . ' i, , __ : . i: - i ,. - .._k„ S �.. J' st,� �'�; �, __ 'art`+,� . /e r •a ' tf' 4 ,,efami7a 4, ' : ,i/ , j al i / fili if's' �a _ , - r�,,,,,, t ' :,,, al ,,, , QJ LI -7 , •• ...*:•,.. / ,r w : Parking`fort___________ .7 i i . . -,,,r pr, : y _ a ai Fingerpaint ,_ : � 'rr1'iii,i ri, ., r 4�� 1: Employees . -! ,._,,,,,,...,i, s aCj t f� �!' -�`S { A., sr i •r. f ' 4.,..._--z=-- ,,,---' .*_ \ r , -P. , • 47- L � �� 1 '_ i fir/ i _ .. - . Ale _ , _ *a: :. ... _ . k, 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 large 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. 385 Broadway Mixed-Use Development Traffic Impact Study 3 GPI 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). 385 Broadway Mixed-Use Development Traffic Impact Study 4 GPI July 2018 N WOODLAWN AVE I G0 C0 M I� 7 (74) 55 z '� AL 37 z 122 �/ t-88 2 32 I" "I 23 U) l l (26) +IT r' N N TO PROJECT PARKING AM PEAK HOUR VOLUMES NOTE: - (PEDESTRIANS) * NO CROSSWALK LOCATED IN THIS AREA N WOODLAWN AVE 1 M ti ti AT (106) 29 AL1 27 z 164 (1'1>' 0 t-88 2 8 I`-' `.I 8 5 cn l l (50) +I T r' ti M CO N TO PROJECT PARKING NOTE: PM PEAK HOUR VOLUMES -► (PEDESTRIANS) * NO CROSSWALK LOCATED IN THIS AREA Greenman-Pedersen TRAFFIC IMPACT STUDY CONSULTING ENGINEERS 385 BROAD WAY GPI 2018 EXISTING CONDITION MIXED-USE DEVELOPMENT PEAK HOUR TRAFFIC VOLUMES 80 Wolf Road SARATOGA SPRINGS, NY 12866 Suite 300 JOB NO. SCALE: DATE: FIGURE NO. Albany,NY 12205 2018088.00 NO SCALE JUNE 2018 3 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 Number information shown to the right concerning the proposed Apartment Type of Units apartments. 1 Bedroom 1 Bath 34 2 Bedroom 2 Bath 1 Micro apartments are new trend in rental products that 2 Bedroom 2.5 Bath 11 are generally studio apartments of approximately 500 sf. Micro Apartmentsartments 26 that typically appeal to young single persons. Total 72 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 AM Peak Hour PM Peak Hour Apartment Type 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. 385 Broadway Mixed-Use Development Traffic Impact Study 6 GPI 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. 385 Broadway Mixed-Use Development Traffic Impact Study 7 GPI July 2018 N WOODLAWN AVE 25% H co z O 25%77 ,F 50% E +IT 1÷ 0 0 0 I I o CO CO I') TO PROJECT PARKING NOTE: -* INBOUND TRIPS TRIP DISTRUBUTION - OUTBOUND TRIPS N WOODLAWN AVE +1(+3) IF F- co z 0 +1(+3) - +-+3(+7) 5 0 1 N N M + + + MMI` + + + TO PROJECT PARKING NOTE: AM (PM) NEW SITE TRIPS AM: 5 IN / 13 OUT TRIP ASSIGNMENT PM: 13 IN / 17 OUT Greenman-Pedersen TRAFFIC IMPACT STUDY CONSULTING ENGINEERS 385 BROADWAY GPI MIXED-USE DEVELOPMENT TRIP DISTRIBUTION Et TRIP ASSIGNMENT 80 Wolf Road SARATOGA SPRINGS, NY 12866 Suite 300 JOB NO. SCALE: DATE: FIGURE NO. Albany,NY 12205 2018088.00 NO SCALE JUNE 2018 4 N WOODLAWN AVE I CO N-Cr, li vi, I� 7 (86) 55 tAL 37 z 122—) lot ot t—88 33 +—26 4 o (27) +IT 1÷ TO PROJECT PARKING AM PEAK HOUR VOLUMES NOTE: - (PEDESTRIANS) N WOODLAWN AVE COI`M ti ti 1-1 viv 1-. (138) 29—+ 27 z 164— H 4-88 0 11 I" 15 7) 4' E 4—(58) +I T r' . co CO N TO PROJECT PARKING NOTE: PM PEAK HOUR VOLUMES 4 -► (PEDESTRIANS) Greenman-Pedersen TRAFFIC IMPACT STUDY CONSULTING ENGINEERS 385 BROAD WAY GPI MIXED-USE DEVELOPMENT BUILD CONDITION PEAK HOUR TRAFFIC VOLUMES 80 Wolf Road SARATOGA SPRINGS, NY 12866 Suite 300 JOB NO. SCALE: DATE: FIGURE NO. Albany,NY 12205 2018088.00 NO SCALE JUNE 2018 5 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 Unsignalized Intersection Pedestrian LOS LOS Control Delay Delay Per Vehicle(sec.) (sec./pedestrian) ) A < 10.0 < 5.0 B > 10.0 and< 15.0 > 5.0 and < 10.0 C >15.Oand <25.0 >10.Oand <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 10 GPI 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 Existing Condition Build Condition AM Approach Peak PM Peak AM Peak PM Peak Intersection (Movement) Hour Hour Hour Hour 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) Division Street and Northbound B C16.2 B (13.3) C (16.5) ) ( ) Woodlawn Ave/ (13.3) Site Access Southbound C (21.9) C (15.7) C (22.4) 15.5 ( ) Pedestrians A(4.1) B (5.9) A(4.1) B (5.9) (West Leg xwalk) 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 11 GPI 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 13 July 2018 GPI APPENDIX A TRAFFIC COUNT DATA 385 Broadway Mixed- Use Development Traffic Impact Study 14 GPI July 2018 Greenman -Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY 12205 518.453.9431 File Name : Division Street at Woodlawn Ave - AM Peak 0700-0900 Site Code : 2018088 Start Date : 5/31/2018 Page No : 1 C'rni inc Printarl- C.ar-q - Tri irkc Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Pack Hni it fnr Pntira Intarcartinn Raninc nt nR-nn Ann Int. Total 08:00 AM Woodlawn Ave From North Woodlawn Ave Parking Lot From South Division Street From West Division Street Left Th ru Right Peds App.Total Left Th ru Ri ht Peds App.Total Parking Lot Left Th ru Right Peds App. Total 32 Division Street 0 1 4 5 From North 30 3 From East 119 08:15 AM From South 1 0 From West 24 7 Start Time Left Th ru Right Peds App. Total Left Th ru Right Peds App. Total Left Th ru Right Peds App. Total Left Th ru 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 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Pack Hni it fnr Pntira Intarcartinn Raninc nt nR-nn Ann Int. Total 08:00 AM Woodlawn Ave From North Division Street From East Parking Lot From South Division Street From West Start Time Left Th ru Right Peds App.Total Left Th ru Ri ht Peds App.Total Left Th ru Riht Peds App. Total Left Th ru Right Peds App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Pack Hni it fnr Pntira Intarcartinn Raninc nt nR-nn Ann Int. Total 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 Divi siren St an d Wood I awn Ave Start Time Diagonal Peds 7: 00 A M 7:15 AM 4 7:30 AM 4 7:45 AM 1 8: 00 A M 8:15 AM 8:30 AM 8:45 AM 2 2 Greenman -Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY 12205 518.453.9431 File Name : Division Street at Woodlawn Ave - PM Peak 1600-1800 Site Code : 201088 Start Date : 5/31/2018 Page No : 1 ('rni inc Prinfind- (;arc - Tri irkc Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 PAak Hni it fnr Pntira Intimmortinn Rarninc at nA.-gn PKA Int. Total 04:30 PM Woodlawn Ave From North Woodlawn Ave Parking Lot From South Division Street From West Division Street Left Th ru Right Peds A . Total Left Th ru ERi ht Peds App.Total Parking Lot Left Th ru Right Peds App. Total 36 Division Street 1 6 7 18 From North 37 1 From East 175 04:45 PM From South 1 10 From West 45 2 Start Time Left Th ru Right Peds App. Total Left Th ru Right Peds App. Total Left Th ru Right Peds App. Total Left Th ru 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 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 PAak Hni it fnr Pntira Intimmortinn Rarninc at nA.-gn PKA Int. Total 04:30 PM Woodlawn Ave From North Division Street From East Parking Lot From South Division Street From West Start Time Left Th ru Right Peds A . Total Left Th ru ERi ht Peds App.Total Left Th ru Riht Peds App. Total Left Th ru Right Peds App. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 PAak Hni it fnr Pntira Intimmortinn Rarninc at nA.-gn PKA Int. Total 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 Division St and Wood Iawn Aleve Start Time Diagonal Peds 4:00 PM 5 4:15 PM 4:30 P M 7 4:45 P M 4 5:00 PM 5 5:15 PM g 5:30 P M 5:45 P M 2 7 h t- p s..,..'-Qvwvr.wa Iksco•re.com/scolre/385a-broladway-saratoga-springs-ny-12966 385 Broadway IF'P '.07 Saratoga Springs, New York, 12866 C o m rn ute to Down -tow n Sara -toga Sp r ings eQ6 I rn i n 2 min Vb I rain, 3 min LutesView tes 8 IZ)- Favorite [IIJ M a p Q� Nearby Apartments I Looking for a home r -sale in Saratoga Springs? 9 r- Walk, Scure -)I Walker's Paradise 911 Daily errands do not require a car_ I ITrau:,g -Sc are, Some Transit 34 A few nearby public L... transportation options_ Aboutyour score Add scores to your site Dc- r� R C- tes with Le n d i ngTree Novi oP About this Location pan -0 Googli 385 Broadway has a Walk Score of 98 out of 100- This location is a Walker's Paradise so daily �rrands do not regU ire a car. This location i s i n Sa ratoga Sp ri ngs. Nearby Darks include Congress Park, West Side Recreation Sa ratoga Sp ri ngs Ny and H igh Rock Park. CMMW�t ul# d VC 'Hill A dd. 4 A- rq k M :PC LPI -4 C- °$•f Dc- r� R C- tes with Le n d i ngTree Novi oP About this Location pan -0 Googli 385 Broadway has a Walk Score of 98 out of 100- This location is a Walker's Paradise so daily �rrands do not regU ire a car. This location i s i n Sa ratoga Sp ri ngs. Nearby Darks include Congress Park, West Side Recreation Sa ratoga Sp ri ngs Ny and H igh Rock Park. Excerpt below is from the Traffic Impact Study conducted for the Plaza Residential Mixed -Use Development, 330 4t" Street, Kirkland, WA, prepared by Transportation Solutions, Inc., February 2017 Trip Generation Micro -Apartment Land Use; Arete Trip Generation Trip generation for the proposed micro -apartment use was forecast using existing vehicle trip generation information collected at the neighboring Arete site. Kirkland staff approved the scope of the data collection and methodology. Arete, 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 Arete as a basis to compute the Arete'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 Arete 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 Arete's lower -garage off 4th Ave. For the January 2017 counts, vehicle trips were collected at Arete'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. Arete'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 Occu pa n cy2 - - - 95.5% 95.5% 95.5% AM Average - 37 PM Peak Trips 33 38 29 - 36 - Occupancy2 92.4% 92.4% 92.4% - 95.5% - PM Average 33 36 1. Resident trips plus Visitor trips 2. Resident unit (apartments and micro -apartments) occupancy at the time of the study, from Arete Management 3. 3 -day average AM and PM peak hour trips Page 1 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 1. Resident unit occupancies provided by Arete 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). Page 2of2 Total Units 2016 Occupied Units' 2016 Trip Count2-3 Trip Adjust. for Unit Occupancy4 2017 Occupied Units' 2017 Trip Count 2,3 Trip Adjust. for Unit Occupancy Total 290 272 37 40 Apartments 62 52 7 8 Resident Suite 1 228 220 30 31 Resident Suite AM Trip Rates 0.14 Total 290 268 33 36 272 36 38 Apartments 62 55 7 8 52 7 8 Resident Suite 1 228 213 26 28 220 29 30 Resident Suite PM Trip Rates 0.12 1 1 0.13 1. Resident unit occupancies provided by Arete 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). Page 2of2 APPENDIX B CAPACITY ANALYSIS WORKSHEETS 385 Broadway Mixed- Use Development Traffic Impact Study 15 GPI July 2018 HCM 2010 TWSC 3: Site Access / Parking Lot/Woodlawn Ave & Division Street 2018 Exising AM Peak Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41� 4� 4+ Traffic Vol, vehlh 55 122 32 23 88 37 2 2 4 13 6 6 Future Vol, vehlh 55 122 32 23 88 37 2 2 4 13 6 6 Conflicting Peds, #Ihr 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 5 1 1 3 2 1 1 11 3 1 4 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 - - - - - - 351 351 - 278 278 - Stage 2 - - - - - - 291 301 - 330 371 - 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 - - - - - - 668 634 - 726 682 - Stage 2 - - - - - - 719 667 - 681 621 - Platoon blocked, % - - - - Mov Cap -1 Maneuver 1206 - - 1325 - - 308 317 759 342 319 609 Mov Cap -2 Maneuver - - - - - - 308 317 - 342 319 - Stage 1 - - - - - - 604 574 - 628 616 - Stage 2 - - - - - - 621 603 - 622 562 - 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 WBR SBLn1 Capacity (vehlh) 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 _ 385 Broadway Traffic Study Synchro 9 Report GPI Page 1 HCM 2010 TWSC-Pedestrians 3: Site Access / Parking Lot/Woodlawn Ave & Division Street 2018 Exising AM Peak 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 t t 385 Broadway Traffic Study Synchro 9 Report GPI Page 2 HCM 2010 TWSC 3: Site Access / Parking Lot/Woodlawn Ave & Division Street 2018 Existing PM Peak Intersection Int Delay, s/veh 8.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations c Traffic Vol, vehlh 29 164 8 8 88 27 17 6 23 73 4 70 Future Vol, vehlh 29 164 8 8 88 27 17 6 23 73 4 70 Conflicting Peds, #Ihr 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 1 1 1 1 1 1 1 1 1 1 1 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 - - - - - - 357 357 - 277 277 - Stage 2 - - - - - - 299 294 - 333 362 - 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 - - - - - - 663 630 - 732 683 - Stage 2 - - - - - - 712 671 - 683 627 - Platoon blocked, % - - - - Mov Cap -1 Maneuver 1153 - - 1237 - - 253 308 658 317 313 540 Mov Cap -2 Maneuver - - - - - - 253 308 - 317 313 - Stage 1 - - - - - - 598 568 - 626 600 - Stage 2 - - - - - - 522 589 - 601 565 - 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 WBR SBLn1 Capacity (vehlh) 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 _ 385 Broadway Traffic Study Synchro 9 Report GPI Page 1 HCM 2010 TWSC-Pedestrians 3: Site Access / Parking Lot/Woodlawn Ave & Division Street 2018 Existing PM Peak 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) 5.92 385 Broadway Traffic Study Synchro 9 Report GPI Page 2 HCM 2010 TWSC 3: Site Access / Parking Lot/Woodlawn Ave & Division Street Build Condition AM Peak Intersection 91 Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41� 4+ 4+ Traffic Vol, vehlh 55 122 33 26 88 37 5 5 11 13 7 6 Future Vol, vehlh 55 122 33 26 88 37 5 5 11 13 7 6 Conflicting Peds, #Ihr 86 0 27 27 0 86 91 0 0 0 0 91 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 5 1 1 3 2 1 1 11 3 1 4 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 - - - - - - 342 342 - 287 287 - Stage 2 - - - - - - 300 310 - 325 362 - 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 - - - - - - 675 640 - 718 676 - Stage 2 - - - - - - 711 661 - 685 627 - Platoon blocked, % - - - - Mov Cap -1 Maneuver 1203 - - 1352 - - 309 318 797 336 320 607 Mov Cap -2 Maneuver - - - - - - 309 318 - 336 320 - Stage 1 - - - - - - 616 584 - 620 608 - Stage 2 - - - - - - 610 595 - 622 572 - 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 WBR SBLn1 Capacity (vehlh) 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 _ 385 Broadway Traffic Study Synchro 9 Report GPI Page 1 HCM 2010 TWSC-Pedestrians 3: Site Access / Parking Lot/Woodlawn Ave & Division Street Build Condition AM Peak 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) 0.00 385 Broadway Traffic Study Synchro 9 Report GPI Page 2 HCM 2010 TWSC 3: Site Access / Parking Lot/Woodlawn Ave & Division Street Build Condition PM Peak Hour Intersection Int Delay, slveh Movement 8.6 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0 277 0 0 669 c 270 608 651 379 Stage - - Traffic Vol, vehlh 29 164 11 15 88 27 19 8 26 73 7 70 Future Vol, vehlh 29 164 11 15 88 27 19 8 26 73 7 70 Conflicting Peds, #Ihr 138 0 58 58 0 138 114 0 0 0 0 114 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - -None 5.51 - -None Follow-up Hdwy 2.209 - -None 2.209 - -None 4.009 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 1 1 1 1 1 1 1 1 1 1 1 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 - - - - - - 342 342 - 302 302 - Stage 2 - - - - - - 327 319 - 306 349 - 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 - - - - - - 675 640 - 709 666 - Stage 2 - - - - - - 688 655 - 706 635 - Platoon blocked, % - - - - Mov Cap -1 Maneuver 1135 - - 1292 - - 244 304 732 322 308 520 Mov Cap -2 Maneuver - - - - - - 244 304 - 322 308 - Stage 1 - - - - - - 618 586 - 601 576 - Stage 2 - - - - - - 489 567 - 639 581 - 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 WBR SBLn1 Capacity (vehlh) 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 _ 385 Broadway Traffic Study Synchro 9 Report GPI Page 1