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Liberty Grove TIA - 6-12-23 LIBERTY GROVE Yelm, WA TRAFFIC IMPACT ASSESSMENT (TIA) June 12, 2023 HeathTraffic.com Liberty Grove TIA 2 LIBERTY GROVE TRAFFIC IMPACT ANALYSIS Prepared for: Evan Mann SoundBuilt Homes PO Box 73790 Puyallup, WA 98373 Prepared by: Heath & Associates PO Box 397 Puyallup, WA 98371 (253) 770 1401 Heathtraffic.com License: HeathTraffic.com Liberty Grove TIA 3 LIBERTY GROVE TRAFFIC IMPACT ANALYSIS CONTENTS 1. Introduction ........................................................................................................... 4 2. Project Description ............................................................................................... 4 3. Existing Conditions .............................................................................................. 6 4. Forecast Traffic Demand and Analysis ............................................................ 10 5. Conclusions & Mitigation .................................................................................. 17 TABLES 1. Existing PM Peak Hour Level of Service ............................................................. 9 2. Project Trip Generation ..................................................................................... 10 3. Forecast 2026 Weekday PM Peak Hour Level of Service .............................. 16 FIGURES 1. Vicinity Map & Roadway System ......................................................................... 4 2. Conceptual Site Plan ............................................................................................ 5 3. Existing PM Peak Hour Volumes ......................................................................... 8 4. PM Peak Hour Trip Distribution & Assignment .............................................. 12 5. PM Peak Hour Pipeline Volumes ...................................................................... 13 6. Forecast 2026 PM Peak Hour Without Project ............................................... 14 7. Forecast 2026 PM Peak Hour With Project ..................................................... 15 HeathTraffic.com Liberty Grove TIA 4 LIBERTY GROVE TRAFFIC IMPACT ANALYSIS 1. INTRODUCTION The main goals of this study focus on the assessment of existing roadway conditions and forecasts of newly generated project traffic. The first task includes the review of general roadway information on the adjacent street system and baseline vehicular volumes. Forecasts of future traffic and dispersion patterns on the street system are then determined using established trip generation and distribution techniques. As a final step, appropriate conclusions and mitigation measures are defined if needed. 2. PROJECT DESCRIPTION Liberty Grove is a proposed single-family residential development comprised of 24 lots located within the Yelm UGA (Urban Growth Area) of Thurston County. The subject site is bordered to the east by Grove Road SE situated on tax parcel #: 51540302700, comprised of 5.01-acres. Access to and from the site is proposed via one new access point extending west from Grove Road SE. Existing on-site is a single- family home which is to be demolished for new construction. A vicinity map is provided below which highlights the nearby roadway network with the subject site highlighted in red. Figure 2 on the following page displays the conceptual site plan. Figure 1: Vicinity Map N Subject Site Grove Rd SE NFIGURE 2SITE PLANLIBERTY GROVE5 HeathTraffic.com Liberty Grove TIA 6 3. EXISTING CONDITIONS 3.1 Existing Street System The primary roadways serving the project are described below. Grove Road SE: is a north/south, two-lane commercial collector bordering the subject site to the east. The roadway provides connection to Canal Road SE to the north and SR 507 to the south. The roadway’s width varies but is generally 9-11 feet. Non- motorist infrastructure is not provided in the immediate site vicinity; however, discontinuous sidewalk does become available north of the intersection of 100th Way SE along the western side of the roadway. The posted speed limit along the roadway is 35 mph. 103rd Avenue SE: is an east/west, two-lane commercial collector from Yelm Avenue to NE Creek Street and transitions to a local roadway from NE Creek Street to Canal Road SE. The roadway provides connection to Yelm Avenue to the west and Bridge Road SE/Old McKenna Road SE to the east. Travel lanes are approximately 10-11 feet in width. West of the intersection with NE Creek Street, continuous sidewalk is available with provided ~5-foot bike lanes on either side of the roadway. East of the intersection with NE Creek Street, shoulder treatment consists of narrow paved sections along either side of the roadway. The posted speed limit is 25 mph west of Grove Road SE and 35 mph east of Grove Road SE. 3.2 Roadway Improvements The city of Yelm’s most recent (2022-2027) Transportation Improvement Plan, the Thurston County Transportation Plan (2023-2028), and the Washington State STIP (Statewide Transportation Improvement program) (2023-2026) were all reviewed. The city of Yelm’s TIP and the WSDOT STIP both indicated planned improvements in the vicinity of the proposed project, each project is listed and described below. City of Yelm: SR 510 to SR 507 (ID #: Y3): This project entails the extension of the current three- lane, SR 510 Alt which currently terminates at Cullens Road SE. The Y3 alignment runs northerly from SR 507, crossing 103rd Avenue SE, Canal Road, and Flume Road. At Railroad Road, the alignment runs northwesterly, crossing over the Chehalis Western Railroad and running south of and parallel to the Centralia Power Canal, crossing Wilkensen Road, Canal Road, Rhoton, and Crystal Springs Roads before connecting to the existing SR 510 Alt at the intersection with Cullen Road SE. HeathTraffic.com Liberty Grove TIA 7 West Road & 103rd Ave Roundabout (ID: Y17): This project entails the construction of a roundabout at the intersection of West Rd & 103rd Ave SE & the Nisqually Plaza parking area. The project has an estimated cost of $1,650,000 (2021 dollars). 103rd Ave SE Bridge Replacement (ID: Y21): Replace the bridge across 103rd Ave SE near the intersection of Creek Road. WSDOT’s STIP: SR 510/Yelm Loop – New Alignment Phase II (ID #: 351029A34): Traffic through the city is extremely congested at the present time. This project will construct the second stage of a new alignment for SR 510 through the city of Yelm. When complete, this project will relieve congestion and improve motorist safety. The total estimated cost of the project is $74,960,743. 3.3 Transit Service A review of the Intercity Transit regional bus schedule indicates that transit is available within walking distance (under one mile) for future project residents. The closest stop in relation to the subject site is located at the intersection of Grove Road SE & 103rd Avenue SE (~650-feet south). The bus route served at the intersection is Route 94 – Boulevard Road/Yelm. Route 94 provides service from the Olympia Transit Center to the Yelm Walmart. Weekday service is provided from 6:04 AM – 9:58 PM with approximately 60-minute headways during peak travel times. Weekend service is provided from 6:39 AM – 9:58 PM with approximately 60-minute headways. Refer to the Intercity Transit website for more detailed information. 3.4 Existing Peak Hour Volumes and Travel Patterns Field data for this study was collected in June 2023 at the study intersection of Grove Road SE & 103rd Avenue SE. Through-volumes along the point of access have been extrapolated from the study intersection. Data were obtained during the evening peak period between the hours of 4:00 PM – 6:00 PM, which generally translates to the highest overall roadway volumes in a given 24-hour period. The single hour representing peak volumes for the PM time period is then determined and used for capacity analysis. The study intersection with 103rd Avenue SE was shown to have a peak hour from 4:15-5:15 PM and the access point’s peak hour was shown to occur from 4:45-5:45 PM. Figure 3 highlights existing PM peak hour volumes. Turning movement count sheets have been included in the appendix for reference. FIGURE 3 EXISTING PM PEAK HOUR VOLUMES LIBERTY GROVE N SITE GROVE RD SE103RD AVE SE 180 2 621 8 270 103 8 45 132 63 96 STOPSTOPSTOPSTOP100TH WAY SE 273 174 8 HeathTraffic.com Liberty Grove TIA 9 3.5 Non-Motorist Activity and Infrastructure Pedestrian and bicycle activity were monitored at the study intersection studied for this project during routine PM peak hour field counts. During the PM peak hour, no pedestrian or bicycles were observed traversing the study intersection. 3.6 Existing Level of Service Peak hour delays were determined through methodologies prescribed in the Highway Capacity Manual 6th Edition. Capacity analysis is used to determine level of service (LOS) which is an established measure of congestion for transportation facilities. The range1 for intersection level of service is LOS A to LOS F with the former indicating the best operating conditions with low control delays and the latter indicating saturated conditions with heavy control delays. Detailed descriptions of intersection LOS are given in the 2016 Highway Capacity Manual. Level of service calculations were made through the use of the Synchro 11 analysis program. For side- street stop-controlled intersections, LOS is determined by the movement with the highest delay. For all-way stop controlled intersections, LOS is determined by the overall average delay. Table 1 below summarizes existing LOS delays for the study intersection. Table 1: Existing PM Peak Hour Level of Service Delays Given in Seconds per Vehicle Intersection Control Critical Movement LOS Delay Grove Rd SE & 103rd Ave SE All-Way Stop Overall B 13.4 City Level of Service Standards2: Yelm has an adopted a Level of Service Standard D. Existing PM peak hour level of service is shown to meet city standards operating with LOS B conditions. 1 Signalized Intersections - Level of Service Stop Controlled Intersections – Level of Service Control Delay per Control Delay per Level of Service Vehicle (sec) Level of Service Vehicle (sec) A 10 A 10 B 10 and 20 B 10 and 15 C 20 and 35 C 15 and 25 D 35 and 55 D 25 and 35 E 55 and 80 E 35 and 50 F 80 F 50 Highway Capacity Manual, 6th Edition 2 Yelm Comprehensive Plan. HeathTraffic.com Liberty Grove TIA 10 4. FORECAST TRAFFIC DEMAND & ANALYSIS 4.1 Project Trip Generation Trip generation is defined as the number of vehicle movements that enter or exit the respective project site during a designated time period, such as a specific peak hour (AM or PM) or an entire day. The magnitude of the anticipated vehicle trip generation for the proposed project was derived from the Institute of Transportation Engineers (ITE) publication, Trip Generation, 11th Edition. Based on the proposed development, the designated land use is defined as LUC – 210 Single-Family Detached Housing. Dwelling units were used as the input variable and ITE’s equations were used to determine trip ends. Table 2: Project Trip Generation Land Use Dwelling Units AWDT AM Peak-Hour Trips PM Peak-Hour Trips In Out Total In Out Total LUC – 210 Single-Family 24 271 5 15 20 16 10 26 Based on the data presented in Table 2, the project can be expected to generate 271 average weekday daily trips with 20 trips (5 inbound / 15 outbound) occurring in the AM peak hour and 26 trips (16 inbound / 10 outbound) occurring in the PM peak hour. ITE trip generation sheets have been included in the appendix for reference. 4.2 Distribution & Assignment Trip distribution describes the process by which project generated trips are dispersed on the roadway network surrounding the site. Trip distribution percentages are primarily based on TAZ map 1028 provided by TRPC. The trip distribution (TAZ 1028) assumes the new SR 510 loop is constructed. All anticipated traffic traveling north utilizing the new SR 510 loop has been re-assigned to the south at the study intersection of Grove Road SE & 103rd Avenue SE, as the SR 510 loop is unlikely to be completed within three-year horizon. 4.3 Future Peak Hour Volumes A 3-year horizon of 2026 was used for future traffic delay analysis. Forecast 2026 background traffic volumes were derived by applying a one percent compound annual growth rate to the existing volumes shown in Figure 3. This growth rate was developed from WSDOT volumes along SR 507 just west of Grove Road SE which are shown to be consistent from 2016 (ADT – 15,000) to 2019 (ADT – 15,000) (pre-COVID HeathTraffic.com Liberty Grove TIA 11 conditions). Moreover, also taken into consideration are in-process developments within the city which includes: The Hutch, Durant Street Plat, Alpine Estates, Tahoma Boulevard Apartments, El Rey Burro, The Summit at Thompson Creek, Samantha Ridge, and Habitat for Humanity. Each development was examined and accounted for; however, given the site’s location in relation to the aforementioned developments, pipeline traffic is expected to be nominal as shown in Figure 5. Forecast 2026 PM peak hour volumes without the project (background growth plus pipeline) are shown in Figure 6 while Figure 7 illustrates forecast 2026 volumes with the addition of project-generated traffic. FIGURE 4 PM PEAK HOUR TRIP DISTRIBUTION & ASSIGNMENT LIBERTY GROVE N SITE GROVE RD SE103RD AVE SE 0 0 00 0 0 5 2 3 8 1 2 STOPSTOPSTOPSTOP100TH WAY SE PM PEAK HOUR TRIPS INBOUND: 16 VPH OUTBOUND: 10 VPH 20% 15% 15%50% 13 8 3 0 0 2 STOP12 FIGURE 5 PM PEAK HOUR PIPELINE VOLUMES LIBERTY GROVE N SITE GROVE RD SE103RD AVE SE 1 0 00 0 1 1 0 0 0 0 0 STOPSTOPSTOPSTOP100TH WAY SE 0 1 13 FIGURE 6 FORECAST 2026 PM PEAK HOUR VOLUMES WITHOUT PROJECT LIBERTY GROVE N SITE GROVE RD SE103RD AVE SE 186 2 622 8 279 107 8 46 136 65 99 STOPSTOPSTOPSTOP100TH WAY SE 287 166 14 FIGURE 7 FORECAST 2026 PM PEAK HOUR VOLUMES WITH PROJECT LIBERTY GROVE N SITE GROVE RD SE103RD AVE SE 186 2 622 8 279 112 10 49 144 66 101 STOPSTOPSTOPSTOP100TH WAY SE 13 8 3 166 287 2 STOP15 HeathTraffic.com Liberty Grove TIA 16 4.4 Access & Sight Distance Access to and from the site is proposed via one new access point extending west from Grove Road SE. In accordance with established AASHTO Standards3, 390 feet of unobstructed view is needed based on the 35-mph posted speed limit along Grove Road SE. Based on preliminary measurements, sight lines to the south are shown to be clear to the intersection with 103rd Avenue SE (~650-feet). Sight lines looking north are shown to be clear in excess of 450-feet. No deficiencies are identified with the proposed access location. 4.5 Future Level of Service Level of service analyses were made of the future peak hour volumes without (background) and with project related trips added to the key roadways and intersections. This analysis once again involved the use of the Synchro 11 analysis program. Delays for the study and access intersections under future 2026 PM peak hour conditions are shown below in Table 3. Table 3: Forecast 2026 Weekday PM Peak Hour Level of Service Delays Given in Seconds per Vehicle Without Project With Project Intersection Control Critical Movement LOS Delay LOS Delay Grove Rd SE & 103rd Ave SE All-Way Stop Overall B 14.1 B 14.6 Grove Rd SE & Access One-Way Stop EB -- -- A 9.7 Forecast 2026 PM peak hour level of service is shown to operate with LOS B conditions or better with or without the proposed project, meeting city level of service standards. As such, no operational deficiencies are identified as a result of the proposed development. 4.6 Left-Turn Warrant Analysis Left turn lanes are a means of providing necessary storage space for left turning vehicles at intersections. Procedures prescribed by WSDOT Design Manual Exhibit 1310-7a were used to ascertain storage requirements at the proposed access intersection via Grove Road SE. Based on forecast 2026 PM peak hour volumes with project traffic – a left turn lane would not be warranted. Refer to the appendix for the left turn warrant nomograph. 3 AASHTO Green Book (pg. 4.13) HeathTraffic.com Liberty Grove TIA 17 5. CONCLUSIONS & MITIGATION Liberty Grove proposes for the construction of 24 single-family homes located within the Yelm UGA of Thurston County. The subject site is bordered to the east by Grove Road SE, situated on 5.01-acres within a single tax parcel. Access to and from the site is proposed via one new access extending west from Grove Road SE. Existing on-site is a single-family home which is to be demolished for new construction. PM peak hour turning movement counts were conducted at the study intersection of Grove Road SE & 103rd Avenue SE. Existing PM peak hour level of service (LOS) was shown to meet city LOS standards operating with LOS B conditions. Based on ITE data, the project is anticipated to generate 271 average weekday daily trips with 20 AM peak hour trips and 26 PM peak hour trips. A three-year horizon of 2026 was used to assess future conditions with and without project generated traffic. Forecast 2026 PM peak hour analysis included a 1.0% background growth rate to the existing volumes shown in Figure 3. Moreover, PM peak hour pipeline volumes from several nearby projects have been included in forecast 2026 analysis. Forecast 2026 PM peak hour level of service was shown to operate with LOS B conditions or better with or without the project, meeting city LOS standards. A left turn lane was analyzed at the project access along Grove Road SE, which indicates that a left turn lane is not warranted during the forecast 2026 PM peak hour. No operational deficiencies are identified as a result of the proposed Liberty Grove project. Based on the analysis above, recommended mitigation is as follows: 1. The subject development would be subject for Transportation Facilities Charge per city of Yelm requirements. The city imposes a fee of $1,497.00 per PM peak hour trip. Initial fees are estimated as follows which includes the demolition of one-single family unit: (26 PM Peak Hour Trips – 1 PM Peak Hour Trip) x $1,497.00 = $37,425.00. Please feel free to contact me should you have any questions. Aaron Van Aken, P.E., PTOE HeathTraffic.com Liberty Grove TIA 18 LIBERTY GROVE TRAFFIC IMPACT ANALYSIS APPENDIX File Name : 5154a Site Code : 00005154 Start Date : 6/7/2023 Page No : 1 Groups Printed- Passenger + - Heavy Grove Rd SE Southbound 103rd Ave SE Westbound Grove Rd SE Northbound 103rd Ave SE Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total 04:00 PM 22 0 26 48 19 42 1 62 0 9 5 14 3 80 20 103 227 04:15 PM 31 4 12 47 24 37 0 61 0 6 3 9 0 86 38 124 241 04:30 PM 21 1 17 39 24 47 1 72 1 11 3 15 1 65 25 91 217 04:45 PM 26 1 16 43 24 51 1 76 2 12 7 21 4 49 38 91 231 Total 100 6 71 177 91 177 3 271 3 38 18 59 8 280 121 409 916 05:00 PM 25 2 18 45 24 45 0 69 3 16 8 27 3 70 31 104 245 05:15 PM 19 0 14 33 29 50 0 79 0 18 13 31 4 52 29 85 228 05:30 PM 26 1 18 45 15 28 0 43 2 20 10 32 2 47 31 80 200 05:45 PM 22 4 11 37 20 31 0 51 1 17 4 22 1 62 29 92 202 Total 92 7 61 160 88 154 0 242 6 71 35 112 10 231 120 361 875 Grand Total 192 13 132 337 179 331 3 513 9 109 53 171 18 511 241 770 1791 Apprch %57 3.9 39.2 34.9 64.5 0.6 5.3 63.7 31 2.3 66.4 31.3 Total %10.7 0.7 7.4 18.8 10 18.5 0.2 28.6 0.5 6.1 3 9.5 1 28.5 13.5 43 Passenger +190 13 130 333 178 326 3 507 9 106 52 167 18 509 240 767 1774 % Passenger +99 100 98.5 98.8 99.4 98.5 100 98.8 100 97.2 98.1 97.7 100 99.6 99.6 99.6 99.1 Heavy 2 0 2 4 1 5 0 6 0 3 1 4 0 2 1 3 17 % Heavy 1 0 1.5 1.2 0.6 1.5 0 1.2 0 2.8 1.9 2.3 0 0.4 0.4 0.4 0.9 Heath & Associates PO Box 397 Puyallup, WA 98371 Liberty Grove TIA 19 File Name : 5154a Site Code : 00005154 Start Date : 6/7/2023 Page No : 2 Grove Rd SE Southbound 103rd Ave SE Westbound Grove Rd SE Northbound 103rd Ave SE Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 04:15 PM 04:15 PM 31 4 12 47 24 37 0 61 0 6 3 9 0 86 38 124 241 04:30 PM 21 1 17 39 24 47 1 72 1 11 3 15 1 65 25 91 217 04:45 PM 26 1 16 43 24 51 1 76 2 12 7 21 4 49 38 91 231 05:00 PM 25 2 18 45 24 45 0 69 3 16 8 27 3 70 31 104 245 Total Volume 103 8 63 174 96 180 2 278 6 45 21 72 8 270 132 410 934 % App. Total 59.2 4.6 36.2 34.5 64.7 0.7 8.3 62.5 29.2 2 65.9 32.2 PHF .831 .500 .875 .926 1.00 .882 .500 .914 .500 .703 .656 .667 .500 .785 .868 .827 .953 Passenger +102 8 62 172 95 178 2 275 6 44 21 71 8 269 131 408 926 % Passenger +99.0 100 98.4 98.9 99.0 98.9 100 98.9 100 97.8 100 98.6 100 99.6 99.2 99.5 99.1 Heavy 1 0 1 2 1 2 0 3 0 1 0 1 0 1 1 2 8 % Heavy 1.0 0 1.6 1.1 1.0 1.1 0 1.1 0 2.2 0 1.4 0 0.4 0.8 0.5 0.9 Grove Rd SE 103rd Ave SE 103rd Ave SE Grove Rd SE Right 102 1 103 Thru 8 0 8 Left 62 1 63 InOut Total 270 172 442 3 2 5 273 447 174 Right95 1 96 Thru178 2 180 Left2 0 2 OutTotalIn337 275 612 2 3 5 339 617 278 Left 21 0 21 Thru 44 1 45 Right 6 0 6 Out TotalIn 18 71 89 0 1 1 18 90 72 Left131 1 132 Thru269 1 270 Right8 0 8 TotalOutIn301 408 709 3 2 5 304 714 410 Peak Hour Begins at 04:15 PM Passenger + Heavy Peak Hour Data North Heath & Associates PO Box 397 Puyallup, WA 98371 Liberty Grove TIA 20 File Name : 5154b Site Code : 00005154 Start Date : 6/7/2023 Page No : 1 Groups Printed- Passenger + - Heavy Grove Rd SE Southbound Grove Rd SE Northbound Start Time Thru Thru Int. Total 04:00 PM 48 48 96 04:15 PM 47 68 115 04:30 PM 39 60 99 04:45 PM 43 74 117 Total 177 250 427 05:00 PM 45 71 116 05:15 PM 33 76 109 05:30 PM 45 66 111 05:45 PM 37 66 103 Total 160 279 439 Grand Total 337 529 866 Apprch %100 100 Total %38.9 61.1 Passenger +333 524 857 % Passenger +98.8 99.1 99 Heavy 4 5 9 % Heavy 1.2 0.9 1 Heath & Associates PO Box 397 Puyallup, WA 98371 Liberty Grove TIA 21 File Name : 5154b Site Code : 00005154 Start Date : 6/7/2023 Page No : 2 Grove Rd SE Southbound Grove Rd SE Northbound Start Time Thru App. Total Thru 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 04:45 PM 04:45 PM 43 43 74 74 117 05:00 PM 45 45 71 71 116 05:15 PM 33 33 76 76 109 05:30 PM 45 45 66 66 111 Total Volume 166 166 287 287 453 % App. Total 100 100 PHF .922 .922 .944 .944 .968 Passenger +164 164 286 286 450 % Passenger +98.8 98.8 99.7 99.7 99.3 Heavy 2 2 1 1 3 % Heavy 1.2 1.2 0.3 0.3 0.7 Grove Rd SE Grove Rd SE Thru 164 2 166 InOut Total 286 164 450 1 2 3 287 453 166 Thru 286 1 287 Out TotalIn 164 286 450 2 1 3 166 453 287 Peak Hour Begins at 04:45 PM Passenger + Heavy Peak Hour Data North Heath & Associates PO Box 397 Puyallup, WA 98371 Liberty Grove TIA 22 10/4/21, 2:23 PM https://itetripgen.org/PrintGraph.htm?code=210&ivlabel=UNITS210&timeperiod=AWDVTE&x=&edition=639&locationCode=Gener… https://itetripgen.org/PrintGraph.htm?code=210&ivlabel=UNITS210&timeperiod=AWDVTE&x=&edition=639&locationCode=General Urban/Suburban&…1/1 Single-Family Detached Housing (210) Vehicle Trip Ends vs:Dwelling Units On a:Weekday Setting/Location:General Urban/Suburban Number of Studies:174 Avg. Num. of Dwelling Units:246 Directional Distribution:50% entering, 50% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 9.43 4.45 - 22.61 2.13 Data Plot and Equation T = Trip EndsX = Number of Dwelling Units Study Site Average RateFitted Curve Fitted Curve Equation: Ln(T) = 0.92 Ln(X) + 2.68 R²= 0.95 Trip Gen Manual,11th Edition Institute of Transportation Engineers 0 500 1,000 1,500 2,000 2,500 3,0000 5,000 10,000 15,000 20,000 Liberty Grove TIA 23 10/4/21, 2:23 PM https://itetripgen.org/PrintGraph.htm?code=210&ivlabel=UNITS210&timeperiod=TASIDE&x=&edition=639&locationCode=General… https://itetripgen.org/PrintGraph.htm?code=210&ivlabel=UNITS210&timeperiod=TASIDE&x=&edition=639&locationCode=General Urban/Suburban&c…1/1 Single-Family Detached Housing (210) Vehicle Trip Ends vs:Dwelling Units On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location:General Urban/Suburban Number of Studies:192 Avg. Num. of Dwelling Units:226 Directional Distribution:26% entering, 74% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.70 0.27 - 2.27 0.24 Data Plot and Equation T = Trip EndsX = Number of Dwelling Units Study Site Average RateFitted Curve Fitted Curve Equation: Ln(T) = 0.91 Ln(X) + 0.12 R²= 0.90 Trip Gen Manual,11th Edition Institute of Transportation Engineers 0 500 1,000 1,500 2,000 2,500 3,0000 500 1,000 1,500 2,000 Liberty Grove TIA 24 10/4/21, 2:24 PM https://itetripgen.org/PrintGraph.htm?code=210&ivlabel=UNITS210&timeperiod=TPSIDE&x=&edition=639&locationCode=General… https://itetripgen.org/PrintGraph.htm?code=210&ivlabel=UNITS210&timeperiod=TPSIDE&x=&edition=639&locationCode=General Urban/Suburban&c…1/1 Single-Family Detached Housing (210) Vehicle Trip Ends vs:Dwelling Units On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location:General Urban/Suburban Number of Studies:208 Avg. Num. of Dwelling Units:248 Directional Distribution:63% entering, 37% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.94 0.35 - 2.98 0.31 Data Plot and Equation T = Trip EndsX = Number of Dwelling Units Study Site Average RateFitted Curve Fitted Curve Equation: Ln(T) = 0.94 Ln(X) + 0.27 R²= 0.92 Trip Gen Manual,11th Edition Institute of Transportation Engineers 0 500 1,000 1,500 2,000 2,500 3,0000 500 1,000 1,500 2,000 2,500 Liberty Grove TIA 25 Made with Emme. Map tiles ©MapTiler ©OpenStreetMap contributors 1028 TAZ 1028 Trip Distribution Committed Project Network 2023-06-07 Disclaimer: This map is for general planning purposes only. Thurston Regional Planning Council makes no representation as to accuracy or fitness of the information for a particular purpose. Jun 07, 2023 Liberty Grove TIA 26 Heath & Associates, Inc. Pipeline Volumes - Liberty Grove TIA 6-12-2023 Grove Road SE & 103rd Avenue SE PM Peak Hour Pipeline Volume Summations 1. The Hutch 1 1 1 2. Durant St Plat 3. Alpine Estates 4. Tahoma Blvd Apartments 5. El Rey Burro 6. The Summit At Thompson Creek 7. Samantha Ridge 8. Habitat for Humanity Totals 1 0 0 0 1 0 0 0 0 0 1 0 Grove Road SE & Acess PM Peak Hour Pipeline Volume Summations 1. The Hutch 1 2. Durant St Plat 3. Alpine Estates 4. Tahoma Blvd Apartments 5. El Rey Burro 6. The Summit At Thompson Creek 7. Samantha Ridge 8. Habitat for Humanity Totals 0 1 0 0 0 0 0 0 0 0 0 0 Liberty Grove TIA 27 Heath & Associates, Inc Liberty Grove TIA 6-9-2023 Annual Growth Rate: 1 % # of Years to Horizon:3 1. Grove Road SE & 103rd Avenue SE SBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Existing 103 8 63 96 180 2 6 45 21 8 270 132 Project Trips 5 2 1 2 0 0 0 3 0 0 0 8 Pipeline 1 0 0 0 1 0 0 0 0 0 1 0 Without 107 8 65 99 186 2 6 46 22 8 279 136 With 112 10 66 101 186 2 6 49 22 8 279 144 2026 Peak Hour Forecast Intersection Volumes Liberty Grove TIA 28 HCM 6th AWSC Existing PM Peak Hour 1: Grove Rd SE & 103rd Ave SE 06/09/2023 1 Existing PM Peak Hour 9:41 am 06/09/2023 Baseline Synchro 11 Light Report Page 1 Intersection Intersection Delay, s/veh 13.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 132 270 8 2 180 96 21 45 6 63 8 103 Future Vol, veh/h 132 270 8 2 180 96 21 45 6 63 8 103 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, %1 1 1 1 1 1 1 2 1 2 1 1 Mvmt Flow 139 284 8 2 189 101 22 47 6 66 8 108 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 16.2 11.7 10.1 11 HCM LOS C B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %29% 32% 1% 36% Vol Thru, %62% 66% 65% 5% Vol Right, %8% 2% 35% 59% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 72 410 278 174 LT Vol 21 132 2 63 Through Vol 45 270 180 8 RT Vol 6 8 96 103 Lane Flow Rate 76 432 293 183 Geometry Grp 1 1 1 1 Degree of Util (X)0.129 0.618 0.415 0.287 Departure Headway (Hd)6.151 5.159 5.105 5.64 Convergence, Y/N Yes Yes Yes Yes Cap 581 699 705 636 Service Time 4.212 3.196 3.147 3.691 HCM Lane V/C Ratio 0.131 0.618 0.416 0.288 HCM Control Delay 10.1 16.2 11.7 11 HCM Lane LOS B C B B HCM 95th-tile Q 0.4 4.3 2 1.2 Liberty Grove TIA 29 HCM 6th AWSC Forecast 2026 PM Peak Hour Without Project 1: Grove Rd SE & 103rd Ave SE 06/12/2023 3 Forecast 2026 PM Peak Hour Without Project 12:08 pm 06/12/2023 Synchro 11 Light Report Page 1 Intersection Intersection Delay, s/veh 14.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 136 279 8 2 186 99 22 46 6 65 8 107 Future Vol, veh/h 136 279 8 2 186 99 22 46 6 65 8 107 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, %1 1 1 1 1 1 1 2 1 2 1 1 Mvmt Flow 143 294 8 2 196 104 23 48 6 68 8 113 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 17.3 12.2 10.3 11.2 HCM LOS C B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %30% 32% 1% 36% Vol Thru, %62% 66% 65% 4% Vol Right, %8% 2% 34% 59% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 74 423 287 180 LT Vol 22 136 2 65 Through Vol 46 279 186 8 RT Vol 6 8 99 107 Lane Flow Rate 78 445 302 189 Geometry Grp 1 1 1 1 Degree of Util (X)0.135 0.645 0.434 0.301 Departure Headway (Hd)6.253 5.217 5.173 5.72 Convergence, Y/N Yes Yes Yes Yes Cap 570 690 695 625 Service Time 4.323 3.258 3.22 3.778 HCM Lane V/C Ratio 0.137 0.645 0.435 0.302 HCM Control Delay 10.3 17.3 12.2 11.2 HCM Lane LOS B C B B HCM 95th-tile Q 0.5 4.7 2.2 1.3 Liberty Grove TIA 30 HCM 6th AWSC Forecast 2026 PM Peak Hour With Project 1: Grove Rd SE & 103rd Ave SE 06/12/2023 4 Forecast 2026 PM Peak Hour With Project 12:10 pm 06/12/2023 Synchro 11 Light Report Page 1 Intersection Intersection Delay, s/veh 14.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 144 279 8 2 186 101 22 49 6 66 10 112 Future Vol, veh/h 144 279 8 2 186 101 22 49 6 66 10 112 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, %1 1 1 1 1 1 1 2 1 2 1 1 Mvmt Flow 152 294 8 2 196 106 23 52 6 69 11 118 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 18.2 12.4 10.5 11.5 HCM LOS C B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %29% 33% 1% 35% Vol Thru, %64% 65% 64% 5% Vol Right, %8% 2% 35% 60% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 77 431 289 188 LT Vol 22 144 2 66 Through Vol 49 279 186 10 RT Vol 6 8 101 112 Lane Flow Rate 81 454 304 198 Geometry Grp 1 1 1 1 Degree of Util (X)0.142 0.664 0.442 0.317 Departure Headway (Hd)6.325 5.272 5.236 5.772 Convergence, Y/N Yes Yes Yes Yes Cap 564 685 684 619 Service Time 4.399 3.318 3.289 3.833 HCM Lane V/C Ratio 0.144 0.663 0.444 0.32 HCM Control Delay 10.5 18.2 12.4 11.5 HCM Lane LOS B C B B HCM 95th-tile Q 0.5 5 2.3 1.4 Liberty Grove TIA 31 HCM 6th TWSC Forecast 2026 PM Peak Hour With Project 2: Grove Rd SE & Access 06/12/2023 4 Forecast 2026 PM Peak Hour With Project 12:10 pm 06/12/2023 Synchro 11 Light Report Page 1 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 8 13 287 166 3 Future Vol, veh/h 2 8 13 287 166 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 2 8 13 296 171 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 495 173 174 0 - 0 Stage 1 173 - - - - - Stage 2 322 - - - - - Critical Hdwy 6.41 6.21 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.309 2.209 - - - Pot Cap-1 Maneuver 536 873 1409 - - - Stage 1 860 - - - - - Stage 2 737 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 530 873 1409 - - - Mov Cap-2 Maneuver 530 - - - - - Stage 1 851 - - - - - Stage 2 737 - - - - - Approach EB NB SB HCM Control Delay, s 9.7 0.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1409 - 773 - - HCM Lane V/C Ratio 0.01 - 0.013 - - HCM Control Delay (s) 7.6 0 9.7 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - Liberty Grove TIA 32 Intersections Chapter 1310 Page 1310-14 WSDOT Design Manual M 22-01.19 May 2021 Exhibit 1310-7a Left-Turn Storage Guidelines: Two-Lane, Unsignalized 40 m p h * * 50 mph * * 60 mph** % Total DHV Turning Left (single turning movement)Total DHV*1,000 900 800 700 600 500 400 300 0 5 10 15 20 25 Below curve, storage not needed for capacity. Above curve, further analysis recommended. KEY: 1 2 1 2 1 2 1 21,100 * DHV is total volume from both directions **Speeds are posted speeds Liberty Grove TIA 33 5882 S.F. 13 7094 S.F. 12 6036 S.F. 23 5981 S.F. 65368 S.F. 9 5931 S.F. 8 4981 S.F. 7 5388 S.F. 25243 S.F. 36101 S.F. 44987 S.F. 5 10146 S.F. 11 7045 S.F. 22 50945 S.F. ROW 8128 S.F. 21 7547 S.F. 206040 S.F. 195489 S.F. 185018 S.F. 175088 S.F. 16 7140 S.F. 15 11244 S.F. 14 8133 S.F. 10 5892 S.F. 1 5334 S.F. 24 4623 S.F. TRACT B OPEN SPACE / PARK / STORM 7472 S.F. TRACT A OPEN SPACE / PARK / STORM 33.98'3 1. 4 2'92.31'54.07'109.20'50.00' 50.08'106.31'50.00' 50.08'103.42'60.00' 60.10'99.95'50.00' 3.48'46.52'99.71'60.00' 60.00'99.65'50.00' 50.00'99.60'23.81'5 .19 ' 31.31' 60.00'98.61'2 5.22' 50.00'110.50'28.11' 60.40'128.44'76.53'21.74 '18.36'164.31'60.12'146.31'13.27' 60.06'99.60'7 2 .9 3 '5.17'34.83'3 1 .42'63.66'1 9.46'51.26'100.00'148.95'62.72'105.37'64. 3 4 '21.25'20.28'60.00'100.00'1 5 . 6 4 ' 4 2 .7 2 ' 50.00'97.05'3 2.9 4' 7.04' 10.64' 50.00'103.51'41.16' 50.00'99.08'23.19'2 3.3 5' 50.00'104.23'3 2 .7 3 '19.86'26 . 0 4 ' 50.00'128.61'36.03' 2 7 .5 0 '19.86'63.27'128.55'63.16'36.70' 55.29' 53.09'68.17' 40.00'31 . 4 2'34.83'46.15'100.00'56.16'0.64'43.84'53.68' 115.11' 2 9 .7 5 '65.37'2.06' 52.8 5' 107.53'23.74'3 1 .42'87.53' 11.82'214.71'11.63'GROVE RD SEROAD A ROAD B 10 + 0 0 11+00 12+00 13+00 14+00 15+00 15+36BP: 10+00.00PC: 10+48.00PT: 11+10.92EP: 15+35.5420+0021+00 22+0023+0023+21BP: 2 0 + 0 0 . 0 0 PC: 2 0 + 4 8 . 0 0 PT: 20+76.83PC: 20+80.54PT: 22+37.62 EP: 23+21.45N21° 17' 36"E48.00'S88° 36' 35"E 3.71'S1° 23' 25"W83.83'Δ=70°05'49" R=23.57' L=28.83' L = 1 5 7 .0 8'R = 1 0 0 . 0 0' Δ = 9 0° 0 0 ' 0 0 " S5 7 ° 2 3 ' 0 6 " E 48 . 0 0 ' S88° 36' 35"E 424.62' L=62.92'R=115.46' Δ=31°13'29" 58.00' ROW 29.00' 29.00' SHARED DRIVEWAY PRIVATE SHARED DRIVEWAY R48.00' R48.00' 58.00' ROW 10.00' UTILITY EASEMENT (TYP.) ROAD A STA: 12+23.58 = ROAD B STA: 23+21.45 1 2 3 4 TEL www.ahbl.comWEBTELwww.ahbl.comWEBTELwww.ahbl.comWEB 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422TEL www.ahbl.comWEB TACOMA SEATTLE SPOKANE TRI-CITIES Know what's below. before you dig.Call R 253.383.2572 FAX ? 5/17/2023 PRELIMINARY PLAT 2230128.10 PO BOX 73790 PUYALLUP, WA 98373-0790 CONTACT: EVAN MANN COPPER RIDGE LLC LIBERTY GROVE PRELIMINARY PLAT A PORTION OF THE SE 1/4 OF THE SE 1/4 OF SEC. 20, TWN. 17 N., RGE. 02 E., W.M., CITY OF YELM, THURSTON COUNTY, WASHINGTON. LIBERTY GROVE PRELIMINARY PLAT DATE: May 17, 2023 FILENAME: Q:\2023\2230128\10_CIV\CAD\_Preliminary Plat\2230128-SH-PLAT.dwg C1.1 3 PRELIMINARY PLAT MAP N GRAPHIC SCALE 0 30 60 1" = 30 FEET 15 STATISTICAL BREAKDOWN ITEM DESCRIPTION OR AREA SQUARE FEET ACRES SITE AREA 218,276 CRITICAL AREAS PROPOSED ONSITE ROAD ROW EXISTING & PROPOSED ZONING: 0 50,945 R-6, RESIDENTIAL MAXIMUM DENSITY (6 DU/ACRE) TOTAL NO. OF LOTS PROPOSED (SINGLE FAMILY) LARGEST LOT AREA (LOT 14) SMALLEST LOT AREA (LOT 7) AVERAGE LOT AREA TOTAL IMPERVIOUS SURFACE (57.10%) ROAD ROOF AREA (1,500 SF x 8 UNITS, 2,500 SF x 22 UNITS) 5.01 0.00 24 1.17 30.06 (USE 30) 11,244 4,981 0.25 0.11 6,468 0.14 0.91 15,000 0.34 121,843 2.79 39,843 67,000 1.53 TRACT IDENTIFICATION SQUARE FEET ACRES 7,742 4,623 0.17 0.10 ITEM TRACT 'B' - OPEN SPACE / PARK / STORM TRACT 'A' - OPEN SPACE / PARK / STORM DRIVEWAYS (500 SF x 30 UNITS) LOT SETBACKS - SINGLE FAMILY FRONT YARD 15 FT SIDE YARD 5 FT 15 FT (CORNER LOT) REAR YARD 25 FT OPEN SPACE (5% MINIMUM = 10,912 SF)12,095 0.27 Liberty Grove TIA 34