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HomeMy WebLinkAboutLUA16-000692 - Vol 2DRAFT. • TRANSPORTATION TECHNICAL REPORT for Sartori Elementary School PREPARED'FOR: Renton School District PREPARED BY: e ron trans . ortation, 6544 NE 61st Street, Seattle WA 98115 ph: (285j 523-3939 *Ix: (206) 5234949 August 26 20-16 SEP.:d `u 2010 p is Sartori Elementary School 1 DRAFT Transportation Technical Report TABLE OF CONTENTS 1. INTRODUCTION 1 1.1. Project Description 1 2. BACKGROUND CONDITIONS 4 2.1 Roadway Network 4 2.2. Traffic Volumes 5 2.3. Traffic Operations 11 2.4.: Parking 12 2.5. Traffic Safety 12 2.6. Transit Facilities and Service 13 2.7. Non-Motorized Transportation Facilities 14 3. .PROJECT.IMPACTS 15 . . 3.1. Roadway Network 15 3.2. Traffic Volumes 15 3.3. Traffic Operations 19 3.4. Site Access 22 3.5. On-Site Vehicle Queueing j 22 3.6. Parking 24 3.7. Traffic Safety 25 3.8. Transit Facilities&Service =25 3.9. Non-Motorized Transportation Facilities 25 3.10. Short-term Impacts from Construction z 25 4.: MITIGATION 27 4.1. Transportation Impact Fees 27 4.2.: Right-of-Way Dedications 28 4.3. Roadway Network Improvements 28 4.4. Operational Measures 29. APPENDIX A—LEVEL OF SERVICE DEFINITIONS APPENDIX B LEVEL OF SERVICE CALCULATION SHEETS APPENDIX;C—QUEUE MODEL RESULTS heffron i= August 26, 2016 Sartori Elementary School DRAFT Transportation Technical Report LIST OF FIGURES Figure 1. Site Location and Vicinity 2 Figure 2.Proposed Site Plan 3 Figure 3. Existing(2016)Traffic Volumes—Morning and Afternoon Peak Hours 6 Figure 4. Existing(2016)Traffic Volumes—Commuter PM,Peak Hour 7 Figure 5.Forecast 2018 Without-Project Traffic Volumes-.Morning and Afternoon Peak Hours 9 Figure 6.Forecast 2018 Without-Project Traffic Volumes—Commuter PM Peak Hour 10 Figure 7. Trip Distribution&Assignments—Daily,Morning,Afternoon, &PM Peak Hours 18 Figure 8.Forecast 2018 With-Project Traffic Volumes—Morning and Afternoon Peak Hours 20 Figure 9. Forecast 2018 With-Project Traffic Volumes—PM Peak Hours 21 : LIST OF TABLES Table 1. Existing Site Uses 1 Table 2. Level of Service—Existing(2016) and 2018-Without-Project Conditions 11: : Table 3. Collision Summary(January 1,2013 through July 15,2016) 13 Table 4, Estimated Vehicle Trips.Generated by the Proposed Project 16 Table 5. Trip Generation Rates Applied to Existing Uses16 Table 6. Estimated Vehicle Trips Generated by Existing Uses and Net Change With Project 17 Table 7.Level of Service—2018 Conditions Without and With Project 19 Table 8.Estimated Morning Arrival Vehicle Queues 23 Table 9.Transportation Impact Fee Credit Estimate for Existing Site Uses to be Removed 28 heffron ii August 26, 2016 Sartori Elementary School DRAFT Transportation Technical Report 1 . INTRODUCTION This report presents the transportation impact analysis for the proposed new Sartori Elementary School planned at 315 Garden Avenue N in Renton:It:includes a description of existing and proposed conditions in the site vicinity,projected trip generation and distribution pattern,operational analysis where site-generated traffic would:access the street system,.and an assessment of the project's impacts, to transit service and non-motorized facilities. The study area for this analysis was defined by City of Renton(City)review staff' All other elements of the analysis presented in this report follow the City's Traffic Impact Analysis Policy.Guidelines for New Development.2 In addition to the analysis required in the policy guidelines,this report provides additional analysis of site access operations, queueing,special . event conditions, and construction-related transportation impacts.. . 1 .1 . Project Description The site consists of 14 parcels bounded by N 4h Street on the north,Park Avenue N on the west, Garden_ • Avenue N on the east, and N 3rd Street on the south. The site location and vicinity are shown on Figure 1. Some uses at,the site have already been vacated and/or demolished.However, at the time of this: analysis some other uses were still occupied:and operating.:Table 1 presents a summary of the site's existing uses,based on King County Assessor data. 3 Table 1: Existing Site Uses Types of Uses Size/Number of Units Public School(Sartori Education Center) 39,284 sf Residential units 1:1 units a Office(converted single family residence) 1,720 sf Commercial.(includes retail;supermarket,restaurant;drive-thou espresso stand) 7,100 sf b sf=square feet a. Includes nine single family residences plus one duplex. b. Includes two buildings at 314 Park Avenue N consisting of a 6,390 sf supermarket/deli and fast-food restaurant; and a separate 96-sf espresso stand.It also includes 614-sf of the single-family residence building at 350 Park Avenue N,which was permitted as a retail dog grooming business. The existing school has on-site parking with about 83 striped stalls;the supermarket/restaurant site has a large paved area with about 17 marked spaces and additional unmarked pavement(review of historic aerials indicated that up to 46 spaces have been striped on this site).Most of the single family residences have driveways and/or garages-that serve on-site parking:The overall site,has:numerous curb cuts that provide access to the various parcels. There are six curb cuts along N 3rd Street, one on N 4th Street;and five on Park Avenue:N:There are no curb cuts on Garden Avenue N. The project would remove all existing structures and parking on the site and construct a new elementary school with approximately 79,000 square feet(sf) and capacity for up to 650 students (kindergarten through 5th grade). The proposed site plan is shown on Figure 2.The new school is proposed to include about 83 parking spaces in two surface lots(north and south). Visitors and staff would access the south lot from a driveway on N 3rd Avenue;:additional staff parking and family-vehicle load/unload would be directed to the north lot with access from N 4th Street. School buses are proposed to load and unload . . curbside on the west side Of Garden Avenue:N. 1 Email communication:I.Fitz-James,Renton Department of Community&Economic Development,Aug. 1,2016. 2 City of Renton,Rev.January 2016. 3 King County Assessor website data,accessed,August 10,2016. heffrori . 1, august26, 2016 trans . ortatlon inc. N N6thSt z z z z z z z Q Q> > . . Q Q Q CCU N V' co T a' E m °' a a i 4<\. m N 5th I it PO" 2 ym. f r Ili. Z Z Q Q SITE 0 o N Marion St U M CO n0 A N 3rd St 4/ 413. 0,0 NI- 4 N 2nd St i 0l g:: t v4v td .. r:: yF{ rV. iA'' f. i;.,:k',-,,''.'?' r , kr.. . mod y 1.' 3g4 a` y^ 747" e'" C''' 7 kggR^ n J"p- Y^ S"! r5i8 Z Z Z 4 v Z 0 p y'. Q Q Q om, h .* a , " Ej ' F ... oxr,: 1'': i,,,, I,4 : m w k: 3;: C: 4r r' P-- 1`, ra Sr'.$ ae.',:= r M'd,-.. E F E L9 4i fIT4`, z^' W u 1, llik r?. m Y 2 ihf v OZk } fit - . S2ridSt es ' e t t` 4 7; v _ M. . r SARTORI ELEMENTARY SCHOOL Figure 1 Site Location and Vicinity heffron Transportation Technical Report t r a n S . o r t a t i o n, I n A-Z 0 C 0 ggpp pp;pp yy gg qq ..88 GARDEN AVENUE,NORTH . II BUS:L''OADI.UNLOAD-- CIf_ t aA. ..s t i :1 I .1-1 ! 1 'dam.-1 1 i:l:., 1-I 1 1-10:. -Iss:I Imo' .; 1 1 1 1 'I' ;1 +.s..' sa''.,' ,.p, ; 1 I,! I 88QQ8)j i-c,H pl 1: x a tea P r ; s >Qsa- .sr. : we:— . A. I'.[ M•:• • I L C`c`. I•.(./p/ -FENCE'. . . r,. _ -I l I i i. i f.. c I! I r 22 PARKING • 9. c\\`\\\\\\ D I I •: sT,aus 1 a r 9 I. •.. . i rl; • - f1 :I i Pt. eA :-Dlo Hsu! F' obi. •: .I I- . - . 1:: .1- _ H II II . ;I I tali,• 4atTo 64, s\'•\;5 o, TI a I . a , 1._ .. i `'G \L\\, ' -Kai cV ,:;' td51*OP.ENSPQCE/GRASS. •' _ p I ., 3`72 ri'k':i ii"i'I-;t:+'-__I . I' B VISITOR,I p T \` a`" 1::' i PARKING p: ` CL O , off[ rj.,i a:'.:_ -i. Y.• p z \\ 1 I:Y r; t ;::,:., RECYCLE- STALLS 1. 53 PARKING i,':i': i:: I ia_•: I ilio::;; aIIREFUSE'." CONCRETE i, eG STALLS AREA G' 2\\;C 1„L i"0' 1- •. PLANTER\ iti `" HARD-SURFACE 4IL - BENCHES,y 1 LFsL.-_,m,,,,,,k, '¢ .fi7"\\\\' I O A GPO A 1\ 135FfIVAN., 1 72 4dmiir i. SCHOOL BUILDING r1xw 5 ,; ti \.\,, \\ .. .I.ICOyv-.E(iEP.'.t I AiiHIPL1IUBLY_33;933•$F BLDG F.,OOTPRINT La,J 'C la'..' '.-- -I • REA 7B.000SOTAL.SEALL"FLOORS' PIA7A O Q • 1. agEogo i !ate' I i a a,.-,;.,...16.,. L.:--.., :-•_ ----;•.-;..:W.• i.:.,".. - I+ , . ice C'' x EXISTING PUBLIC''0 7 1 1\ i 1 1,\ 1,1 jf ii I:1 f I'1- .I i I. .I r 1,1 , j ri i N }. V. l°' do..,;.. dA 'I'ffi /'t .. 1'aim 4 1:Idw I r. y TRANSR STOP 1 0.. G :. : •:. ::•tt•: iiiirlip _ o E.1 gam' t'`_". .,s .':. .`._ '\_: VIEW SOUTH _ AVE'•¢ f"' C....VIEW NORTH;ON PARK;AVE._' lifil ON PARK m. VIEW TO AIRPORT FROM UPPER?LEVEL- W. AVEN E NORTH ,-.._.•,27TRANSITSTOP\.__.___.-_ w._--._..__ TRANSIT STOP', Ili Sartori Elementary School DRAFT Transportation Technical Report : 2. BACKGROUND CONDITIONS 2..1 . Roadway Network 2.1.1.. Existing Network The City designates streets as principal arterials,minor arterials,collectors, and local access streets depending upon the street's function in the roadwaynetwork.4 The key roadways in the vicinity of the project site are described below. Garden Avenue N is a two-way,north-south roadway that provides connection between Bronson Way N to the south and N Park Drive to the north:North of N 4th Street,the roadway is a three-to four-lane Minor Arterial. South of N 4th Street,it is a two-lane local:access street with on-street parking on both sides. It has a posted speed limit of 25.mph.In the vicinity of the:site the roadway has:curbs, gutters, and sidewalks on:both sides. Its intersections;with N 3rd Street and N 4th Street are signalized with crosswalks on all sides. On-street:parking is permitted on both sides;however,parking is prohibited on the west side adjacent to the school site during school hours, and on the east:side is limited to two hours during weekday and Saturday daytime hours. Park Avenue N is a four-lane Principal Arterial that provides north-south connection between Bronson Way N to the south and N Park Drive to the north.Adjacent to the project site,it has two travel lanes in each direction.The roadway has a posted speed limit of 30 miles per hour(mph) and curbs,gutters, and sidewalks on both sides.Its intersections with N 3rd and N 4th Streets are signalized with crosswalks on all sides. On-street parking is not permitted on either side of the roadway: N 3rd Street is a three/four-lane Principal.Arterial that provides one-way eastbound;access between Logan Avenue N on the west to Sunset Boulevard N on the east.Near the project site,the roadway has three eastbound travel lanes and a posted speed limit of 25 mph.It has curbs; gutters, and sidewalks on both sides: On-street parking is not permitted on either side of the roadway. N 4th Street is a four-lane Principal Arterial that provides one-way westbound connection between Houser Way N to the east and Logan Avenue N to the west. The eastern portion of the arterial is designated as Factory Place N and oriented northwest before bending west and:becoming N 4th Street at Factory Avenue N, about two blocks east of the site. The roadway has a posted speed limit of 30 mph and has curbs, gutters, and sidewalks on both sides. On-street parking is not permitted on either side of the roadway. Regional access to the site vicinity is provided via Interstate-405 (1-405), State Route(SR) 169, and SR 167. I-405 and SR 169 can be accessed at the SunsetlBronson Way interchange about 0.4 miles southeast of the project site.SR 167 and I-405 can be accessed at the Rainier Avenue.S interchange about miles southwest. 2.1.2. Planned Transportation Projects in Site Vicinity The City of Renton's adopted 2016-2021 Six-Year Transportation Improvement Program (TIP)5 and Draft 2017-2022.TIP6.were reviewed to:determine if any proposed projects would affect study-area roadways. Neither TIP included any projects that would affect the capacity or operations at the study area 4 City of Renton,Arterial Streets,Revised on August 4,2014,Resolution 4222. 5 City of Renton,Adopted June 15,2015. 6 • City of Renton,Presented to Council August 1,2016. hef fron 4-August 26, 2016 trans . ortation Inc. J Sartori Elementary School DRAFT Transportation.Technical Report intersections by year 2018 when the proposed Sartori Elementary School project is expected to be complete and occupied. Therefore,the existing roadway network was assumed for analysis of 2018 conditions. 7TheRentonTrailsandBicycleMasterPlan includes recommended bicycle lanes along,N 3rd Street,N 4th Street, and Garden Avenue N.However,these routes are not currently identified as funded projects, so were not assumed to be complete for analysis of 2018.conditions. 2.2.. Traffic:Volumes The following sections document the existing and forecast background traffic within the project site vicinity during morning and afternoon peak periods when school traffic generation would be highest, and during the commuter PM peak hour(typically the highest volume hour between 4:00 and 6:00 p.m.) when background traffic on city streets is typically highest. The study area for analysis required by the City includes.the following four intersections located at the site corners: N 4th Street/Park Avenue N N 3rd Street/Park Avenue N N 4th Street/Garden Avenue N N 3rd Street/Garden Avenue N 2.2:1. Existing Traffic Volumes Vehicle tamingmovement counts were conducted at the four study-area intersections on Thursday,MayYY 19,2016,by Idax Data Solutions. The:morning counts were performed from 7:00 to 10:00 A.M.; the afternoon counts were performed from 2:00 to 6:00 P.M. The peak volumes at these four intersections varied bylocation with the morning peak hours beginning at 7:00, 7:15,or 7:30 A.M. and afternoon peaks beginning at 2:39,.4:00, or 4:15 P.M..This variation in peak;hours can be explained by the combination of one-way streets that affect commuting patterns combined with the site's proximity to Boeing,which has an early shift end in the afternoon. It is acknowledged that the Logan Avenue: Reconstruction project(about'/4-mile west of the site)was still being completed at the time of these counts with Park Avenue N being used as a detour route. Therefore,the existing:volumes counted on ParkAvenue N are likely higher than typical conditions without the detour.. The proposed Sartori Elementary School is proposed as a choice school that would draw an estimated 30N of its enrollment from the local area around the school and the remaining enrollment from the entire district.(discussed in more detail in Section 3.2.3. Trip Distribution and Assignment). In order to provide district-wide bus transportation to and from this site,the new Sartori Elementary would require later start and dismissal times,with the school day expected to begin at 9:00 A.M. and end at 3:40 P.M. The peak hours for school traffic are expected to occur from 8:15 to 9:15 A.M. and from 3:15 to 4:15 P.M. Conditions were analyzed.for these hours, as well as the commuter PM peak hour.The existing turning movement volumes during the morning and afternoon peak hours and are shown on Figure 3; the commuter PM peak hour volumes are shown on Figure 4. 7 City of Renton,Adopted May 11,2009. heffron 5 -August 26, ?0,6 N t133[33] 325] 1---276[295]32 4J 14[15] N.5th St z z z 1123] L 41 [28]o a 27PO] 348 192[292] Q Q 20]49 c ii 1 79[300]m m 13 0 0. 1 620 10 [248] 21] i N 4th St z 0aasa) SITE N 3rd St 1 355] 0 [12] 388 I// 11 1 69]136- -t 1 r 10]14— 1 662]412-- [ ] 2 507 27 1022]492 14 [26] 24] 19q [201] 7]6-4, [ 15] KEY: 4--XX[XX] AM Peak[Afternoon Peak]Volumes SARTORI ELEMENTARY SCHOOL Figure 3 Existing(2016)Traffic Volumes heffron Transportation Technical Report Morning and Afternoon Peak Hours trans • o r t a t i o n, Inc_ N L 30 c. I . . ' 19 ~ 262 . 8 N:5th St 23 m aIF951151 ±: 242 Y 267 m mjek i 1 245 24 I O N 4th St Q! z 0 0 SITE N3 rd St 345 24 1063 L... 8 k 70-1' t r. L 1 2r 837 =- 202 43 1198— 15 19 32 SARTORI ELEMENTARY SCHOOL Figure 4 .: Existing(2016)Traffic Volumes heffr on Transportation Technical Report commuter PM Peak Hour trans • o r t a t i o n, Inc. Sartori Elementary School DRAFT Transportation,Technical Report 2.2.2. Forecast 2018:Background Traffic Volumes Traffic forecasts were developed for future 2018 conditions,which is the year the project is planned to be:completed and occupied. To determine appropriate rates for background traffic growth,historical traffic counts were reviewed. A comparison:of PM peak hour volumes at the N 4th Street/Park Avenue N intersection from 2007 to 2016 found that total entering traffic has increased by about 2.2%.per year.8 However,the 2016 volumes also reflected the Logan Avenue detour traffic which likely resulted in inflated values. Review of Washington State Department of.Transportation(WSDOT)traffic data for SR 900 (Sunset Way)at the I-405 interchange found daily volumes.increased by about 2.3%. annually from 2012 to 2015.9 Renton Transportation Operations staff°indicated the City review of available data found that volumes have generally either declined or remained relatively stable (with . annual growth of:0.5%or less)in the vicinity of the project. City staff noted that recent growth is likely somewhat higher'due to the continued economic.recovery. Overall;the count comparisons indicated that traffic volume growth has been variable depending on the location and peak period. Review of City online sources'l indicated.no:major development projects(pipeline.development projects) currently planned in the study area that would add traffic to the study area intersections. City planning staff12 were also contacted to determine if there are any planned or permitted development projects (known as pipeline development projects)in the vicinity that are expected to addaraffic to the study area roadways: City staff did not respond with any information about major development . projects that would add traffic.to the study-area intersections. Based on these reviews, a 2.5%compound annual growth rate was applied to all existing peak hour . traffic volumes to forecast 2018 without-project volumes. Since existing count volumes from 2016 were likely inflated due to the LoganAvenue construction and detour routing that was in place at the time,this growth assumption reflects a conservatively high worst-case for projecting 2018 volumes. The resulting 2018 "without project"volumes:during morning and afternoon peak hours are shown on Figure 5; the 2018 "without project"commuter PM peak hour volumes are shown on Figure 6. . : . 8 Renton School District Transportation Center—Tra c Impact Analysis,The;Trans o GrouA Inc.,July 20,2007. 9 2015 Annual Traffic Report,WSDOT. to Personal communication,R.Mar,PE,PTOE,Transportation Operations,City of Renton,August 11,2016. . City of Renton,COR Maps GIS application,Accessed August 2016. 12 V.Grover,Transportation Planning&Programming,and B.Bannwarth,Development Engineering Mngr.City of Renton, August 2016 heffron ' 8:- August 26, 2016 Ernmeurnmampas N t140[35]r 45] 1--290[310] : 32 15[15] N5thSt 1180 L z z 45[30] a) a) 30 100] 365. --- 00[305] Q: Q 20] 50 e as1 •85[315] 0ao lloo, , 0 71 b50 10 [260] 25] 0 N 4th St z vCUa) SITE L. 0 N 3rd St f. 375L] 15] 1130] 55 15] 10 . 10 15 r70] 145. * 7 0]15. 1 6055. 695]435-=0. 535 [30] 1075]5157--1. 15 [3o] 25]20- [210] 30] 10—Iv [ 15] KEY: 4—XX[XX] :AM Peak[Afternoon Peak]Volumes SARTORI ELEMENTARY SCHOOL: Figure 5 j, Forecast 2018 Without-Project Traffic Volumes ilef fr on . Transportation Technical Report : Morning and Afternoon Peak Hours . trans • o r t a t i o n, : n c. I N 30 335 ~ 275 4i 10 N.5th St z z zL25 1001210 `: 255 YI a pF1Jic— 280 a a m' 2 0 i 255. . 25 I N 4th St :: :. ,' f% O i z 00 m SITE :H N 3rd St l 360 0 25 I 1115 10 L--.---- r75r101 45 25 880 210 1260- 15 20--1 q i I SARTORI ELEMENTARY SCHOOL Figure s I Forecast 2018 Without-Project Traffic Volumes hef fr on. . ' Transportation Technical Report Commuter PM Peak Hour t r a n s • o r t a t I o n, I n c. Sartori Elementary School DRAFT Transportation.Technical Report . : 2.:3..: Traffic:Operations Traffic operations analyses were performed for the study-area intersections. Traffic operations.are . evaluated using levels of service(LOS)with six letter designations,"A"through"F."LOS A is the best: - ad represents the•best tr afficraffic operation with little or no delay:to motorists. LOS-F.is the.worst and .:: indicates poor traffic operations,with.long delays. The level of service definitions and thresholds are provided in Appendix A. The•City's adopted.minimum•operational standard for arterial and collector. . intersections is LOS D(with some limited.exceptions that do not apply to the study area,intersections).13 . Levels.of service were determined using procedures:in:the Highway Capacity.Manual.14 Delay . . . calculations rely on complex equations that consider a number of variables.For example,-delay at signalized intersections:is-determined based on a complex combination of variables including: the quality :: of progression,cycle length, green ratio, and a volume-to-capacity ratio for the lane group or approach in question.Delay at unsignalized intersections is determined for vehicles that must stop or yield for ,- oncoming traffic.That delay is related to the availability of,gaps in:the main streets,traffic flow and the ability of a driver to enter:or pass through those gaps.All level of service calculations were performed using the Synchro 9.1 traffic operations analysis software::The software models reflect current intersection geometries and levels of service were reported using the Synchro module for signalized intersections.. Signal timings and geometric conditions were field verified. Table 2 summarizes levels of service:for existing(2016):and 2018"without project"conditions for'the morning,afternoon,and commuter PM peak hours:As shown,all•four signalized intersections currently• • • . operate at LOS C:or better and are forecast to remain at those levels in 2018 without the:project. .. Table 2. Level of Service Existing (201.6)and 2018-Without-Project Conditions - Morningo eak Hour AfternoonROlflo,L ` s PM Peak'tHour c ? 8:15rto..9 a.M. w r 7' {' 1 115 315 to 4:1!5 ki,1 4e60 toi5 00lio 6 r 3"•FJ,tr r: sit; tea..; .,, a: • . i45 11,t gi '> 2041+8gw/o Existing ,201118, vip ` Ezistin k#20t1 80w/o r, z(a2016)i F ' Project ,; (20s1'6)) j' P,roject `' (20116)kl ' ,Project aN. Si nalized'Intersection `,)L0sSS1T'Delag21.,:LOS:- L®S T'Dela r `LOS Dea$ 'LQS ©ela L S DelagY4Y : Y . Y Y Y >Y N 41h St/Park Ave .: • B 16.3 B• • : 16:6 C 24.3 C. 25.3 • C... 24.8 C 26..1. • -: • N41hSt/Garden Ave N A • 6.9. A 6.9 • A 4.7 A . 48 ' A 4.3 A 4.4 N 3b St/GardenAve N. C • 20:7•• C 20.8 A 8.9 A • 9.6.:• . B . 11.6 B: .: 12.2 . N 3%St/Park Ave :. • . :C 24.6 : 0 27:2 B 15.1 :: B ' 15.4 : B 1.6:7 B 17.3 Source:Heffron Transportation,August 2016: 1. LOS=level of service. 2. .•Delay=Average seconds of delay per vehicle. . . : : 13 •City of Renton Comprehensive Plan—Transportation Element,Adopted June 22,2015. la : Transportation Research Board,2010. heffron 1 T = August 26, 2016 Sartori Elementary School DRAFT Transportation Technical Report 2.4.: Parking 2.4.1.. O:n-Site Parking As described previously,the existing school use includes on-site parking with about 83 striped stalls; the supermarket/restaurant site has a large paved area with.about 17 marked spaces and additional unmarked pavement that can be used for parking.Most of the single family residences have driveways and/or garages that serve on-site parking. 2.4.2.. On-Street Parking i In the vicinity of the project site, on-street parking occurs along both sides of Garden Avenue N(between N 2nd and 4d':Streets),Meadow Avenue N(one block to the east), and Pelly Avenue N(one block to the west). However, some of the on-street parking is subject to restrictions.. On the west side of Garden Avenue N adjacent to the project site;parking is prohibited from 6:00 A.M.to 4:00 P.M. on school days. On the east side,parking is restricted to two hours from 8:00 A.M. to 6:00 P.M. on weekdays and Saturdays:"On both sides of Pelly Avenue N,parking is restricted to two hours from 8:00 A.M.to 6:00:P.m. on weekdays. Parking is unrestricted on;Meadow Avenue;N:between N 3rd and 4th Streets, and on Garden,Pelly, and Meadow Avenues N to the south between N 2nd and N 3r4 Streets. Field counts indicate a weekday on-street parking capacity of about 185 vehicles along these roadway segments. Parking counts Conducted in August 2016(when:schools were out for summer.)indicated a mid-morning demand of 63 vehicles(approximately 34%utilization)and a mid-afternoon demand of 75 vehicles (approximately 40%Utilization).p Y 2.5. Traffic Safety Collision data for the study area intersections and roadway segments adjacent to:the site were obtained from WSDOT. These data,reflecting the period between January 1;2013.to July 15,2016(just over 3.5 years),were examined to determine if there are any unusual traffic safety.conditions that could impact i or be impacted by the proposed project. The collision data are summarized in Table 3. The highest number of collisions over this period was reported at the N 4th Street/Park Avenue N intersection. The data indicate that 16 of 33 reported were right-angle collisions; of these, 11 had. contributing causes listed as `inattention' and `.disregard stop and go light.' A similar patterns of angle collisions occurred at the:N 3rd Street/Park Avenue N intersection with 15 angle collisions out of the 24 total reported and 11 with contributing causes listed as `inattention' and `disregard stop and go light.' At the'N 4th Street/Park Avenue N intersection,there were 10 left-turn collisions and two side-swipe collisions that all involved vehicles making improper left turns(e.g from an inside through lane)from westbound N 4th Street to southbound Park Avenue N.It is noted that there are.no overhead signs or pavement markings along N 4`1'Street approaching Park Avenue N indicating the lane channelization for left turns,which could result in some driver confusion.For comparison,there are overhead signs on the N 3rd Street approach to Park Avenue N indicating left-turn channelization. One collision reported in.2013 at the N 3rd Street/Garden Avenue.N intersection:involved a school bus. The collision involved a passenger vehicle making an improper left turn and no reported injuries. hef fron : :12 - August 26,.2016 trans . ortation i nc. Sartori Elementary School DRAFT1 Transportation Technical Report . . There were only two collisions reported'along the roadway:segments, along N 3`d Street just east of Park. ; Avenue N, during the 3:5-year time period.None of the intersection or roadway segment collisions involved fatalities. Table 3. Collision Summary (January 1, 2013 through July 15, 2016). . s Rear= 'a Side;. Lefty Right{ $:',Pedtl Tdtaltfor.. ,Average/ Intersection End,Se: Turn Angler Cycler Y®the a 35 Years, Year N 4th St/Park Ave N 2 2 13 16 0: i 0 .33 : 9.4. N 4th St/Garden Ave N 1 1 2 0 0 1 5 1.4 N 3rd St/Park Ave N 0 3 - 5 15 1 0 24:6.9 N 3rd St/Garden Ave N 1. : 0 2 . . . 0 1 -. 0 : 4 :. 1:1 . : 7. Rear Sides Lefts .Right Petl`/a Total fors Average/; Roadway,Segmentti End: Swipe Tan` Angle Cycle{ Other* 3t'5Years.i Year' N 4th St=between Park Ave N and Garden Ave N 0 0 0 0 0 0 o 0:0 N 3rd:St-between 0 1.. . 1 0... 0.0 . 2 0.6 Park Ave N and.Garden Ave N . : Park Ave N-between 0 0 0 0 . . :.. .0 0 0 :0.0 n N 4th:St and N 3rd St Garden Ave N-between N 4th St and:N 3 d:St 0 0 0 0 0 0 0 0 0 Source:.Washington State Department of Transportation,August 2016. a "Other"collision involved vehicle striking an object. 2.6.: Transit Facilities and Service King County Metro Transit(Metro)provides bus service directly to the project site with one stop : 1 located on Park Avenue.N.at N 3`d Street and two stops on Park Avenue N at N 4th Street.The stops are . served by the following-three routes. Route 167:provides peak period Service between the University District and the South Renton:Park- and-Ride.It operates on. weekdays with four northbound trips in the morning between 6:00 and about 8:00 A.M. and five southboundtrips,in the afternoon:between about 2:40 and.5;00 P.M. 1 fr Route 240 provides service seven-days per week between the Renton and Bellevue Transit Centers with stops in the.Wilburton,Eastgate,Newcastle,Renton Highlands, and Renton Boeing areas. Weekday service is provided from about 5:00 A.M.to about midnight with 30-minute headways (the ' time between consecutive buses): Route 342 provides peak period service:between the Shoreline:Park-and-Ride and the Renton Transit Center with stops in the Kenmore,Bothell;Totem Lake,Bellevue, and Renton Boeing areas. It operates:on weekdays with three northbound trips in the morning between 5:30 and about 7:00 A.M. and three souhbound trips in the afternoon between about 3:15 and 5:15 P.M. . About 0.35-mile to the west,Metro's RapidRide F Line operates along Logan Avenue N with:stops located south ofN 4th Street. The F Line provides service between the Burien Transit Center and the . heffron :.: 13 - August 26, 2016 Sartori Elementary School DRAFT Transportation.Technical Report Landing in Renton(about a half-mile north of the site)with stops at the Tukwila International j Boulevard Station, Southcenter,and the Renton Transit Center. About 1/4-mile to the north, Sound Transit's ST Express Bus Service Routes 560 and 566 serve stops on both sides of Park Avenue:N at N 6th Street.Route 560 provides daily two-way service between West Seattle and Bellevue with stops in Burien, SeaTac,and Renton;Route 566 provides weekday two-way service between Overlake and Kentwith stops in Auburn,Renton, and Bellevue. 2.7. Non-Motorized Transportation Facilities As described in the Roadway Network-section,the study area roadways have sidewalks on both sides: There are marked crosswalks with pedestrian signals at all four study-area intersections.All legs of the Park Avenue N intersections with.N 3rd and N 4t''Streets have pedestrian actuation buttons; at the Garden Avenue N intersections with•N 3rd and 4th Street, only the N 3rd Street crossings have pedestrian actuation buttons. The Renton Trails and Bicycle Master Plan includes recommended bicycle lane routes along N 3rd: = Street,N 4th Street, and Garden Avenue N.However,these improvements are not included in either the currently adopted or draft six-year transportation improvement programs. heffrOn 14 - August 26, 2016 Sartori Elementary School: DRAFT Transportation:Technical Report . . 3: PROJECT IMPACTS This section describes the conditions that would exist with the proposed new Sartori Elementary School. Vehicle trip estimates were prepared using standard published rates and added to the forecast 2018- without-project traffic volume forecasts.Level of service analyses were performed to determine t e proposed project's impact on traffic.operations in the study area.Potential impacts to site access, queuing,transit,safety,,non-motorized facilities,and parking were evaluated. In addition,analysis of. special event conditions:arid construction were examined. The following sections describe the methodology used to determine the proposed project's impacts. Roadway Network The City would require frontage improvements and right-of-way dedications along all four sides of the site as part of project development, described as follows. Park Avenue N—New curb at its existing location with an 8-foot wide_planter and a new 12-foot wide sidewalk,requiring right-of-way dedication of about 12 feet to the back of the sidewalk, N 3rd Street-New:curb at its existing location with an 8-foot wide planter and:a new 8-foot wide sidewalk,requiring right-of-way dedication of about 4.5 feet to the back of the sidewalk. N 4th Street-New curb'at its existing location with an,8-foot wide planter and.a new 8-foot wide sidewalk,requiring right-of-way dedication of between 8.0.and 8.5 feet to the back of the sidewalk..: Garden Avenue N—New curb and curb bulbs at corners of 3rd and 4th Avenue with an.8-foot wide bus parking lane and a 10-foot sidewalk behind the curb. A right-of-way dedication of about 9 feet to the back of the sidewalk is required to provide these improvements. All intersections—New curb:returns with radii of 35 feet would be required at all corners:Two perpendicular curb ramps would be required at each corner. Along Garden Avenue N;the proposed on-street load/unload zone is expected to be restricted to school : buses only during morning arrival and afternoon dismissal periods,but could be available for general parking during,other times of the day. The project would:eliminate all existing site access driveways along Park Avenue N.Along N 3rd Street,all existing access driveways would be removed and a single two-way access driveway:would be constructed about midway:between Park and Garden Avenues N. Along N 4th Street,the existing access driveway would beremoved and two.one-way access driveways would be constructed to serve the family-vehicle load/unload loop and on-site parking(see Figure 2).No other changes to the roadway network are proposed. 3.2. Traffic Volumes 3.2.1. Proposed Project Trip Generation The proposed Sartori Elementary School is expected to;generate new trips on the surrounding: transportation network.:Vehicle trip generation estimates for the new school were determined using the standard rates published in the Institute of Transportation Engineers'(ITE) Trip Generation Manual.15 Rates published:for Elementary.School.(Land Use 520)were applied.This reference includes rates based_On building floor area,number of students, and number of staff.In order to represent potential worst-case conditions,the rates based on building area,which:produce the highest estimates,were applied to the proposed project. The vehicle trips projected to be generated by the proposed project are summarized in Table 4.As shown,the project is anticipated to generate 1;220 vehicle trips per day(610 15 : ITE,9th Edition,'20.12. : heffrori 15 = August 26,:2oas Sartori Elementary School 1 DRAFT Transportation Technical Report i in;610 out), including 41:5 trips during the morning peak hour,250 trips during the afternoon peak hour, and 100 trips during the commuter PM peak hour. Table 4. Estimated Vehicle Trips Generated by the Proposed Project Morning Afternoon CommuterPM ITE Land Size Daily Peak Hour 1 Peak Hour 2 Peak Hour 3 Proposed Land Use Use Code (sf) Trips In Out Total In Out Total In Out Total Elementary School 520: 79,000 1,220 235, 180 415 110 140 250 45 55 100 Source: Heffron Transportation,Inc.;August 2016,using rates in Trip Generation Manual(ITE,9th Edition,2012). 1. The morning peak hour-for the proposed school is expected to occur from 8:15 to 9:15 A.M.based on planned staff time of 9:00 A.M. 2. The afternoon peak hour for the proposed school is expected to occur from 3:15 to 4:15 P.M.based on planned dismissal time of 3:40 P.M. 3. The commuter PM peak hour of the:adjacent roadways varies based on location,but typically occurs during one hour.between 4:00 and 6:00 P.M.The trip generation reported is the highest one-hour total during this period. 3.2.2. Trip Generation of.Existing Uses and Net Change with Project The project would remove;the existing uses on the site. Typically,traffic impactanalyses;account for the removal of existing uses to determine the net increase in traffic associated with a new development. In those cases,traffic from existing uses to be removed would be subtracted before the new development's traffic is added.However, since some of the buildings on the site were vacant at the time that traffic counts.were:taken at study area intersection,no vehicle trip credit for the removal of these. uses was applied to the 2018 "with project"traffic volume forecasts or operational analysis. The; estimate of traffic generation by existing uses and the net changes expected:due to the project are: • provided as a matter of disclosure and can be used in determining mitigation requirements and impact fees:Trip generation estimates for the existing uses were developed:from rates and equations published in the Trip Generation Manual; as listed in Table 5. Table 5. Trip Generation Rates Applied to Existing Uses ITE Trip,Generation:Rates 1 ITE Land Morning, Afternoon Commuter Existing Land Use Use Code Size Daily Peak Peak PM Peak ' Elementary School 520 39,284 sf :: • 15.43/ksf 5:20/ksf' 3.11 /ksf . 1.21 /ksf Single-Family Homes . 210 9 du 9.52./du : 0.75/du , n/a 2 1.00/du9Y Duplex(Apartment) 220 2 du.6.65/du : 0.51 /du n/a 2 0.62/du Office(converted SFR) 710 1,720 sf 11.03/ksf 1,56/ksf n/a 2 1.49/ksf Supermarket(including restaurant 3) 850 6,486 sf 42.70/ksf . 0.96/ksf 2.90/ksf4 3.71 /ksf Specialty Retail(dog groomer) . : . 826 614 sf .44.32/ksf : 1.95/ksf 4 2.90/kst4 2.71:/ksf sf=square feet du=dwelling units;ksf=1,000 square feet of building area. 1. : :Source:Institute of Transportation Engineers(ITE)Trip Generation,9th Edition,2012.Rates listed in terms of trips generated per : 1,000 square feet(ksf)or per welling Unit(du). 2. n/a=Trip rates are generally not published for the afternoon peak hour when elementary schools typically are dismissed.'These uses would not be expected to generate noticeable trips during this time. 3. The supermarket rate was applied to entire retail building which includes a fast-food Mexican restaurant.This rate reflects a J conservatively low estimate of trips for this existing use. 4. Morning and afternoon trip rate estimates based on hourly variation data published for Shopping:Centers(Land Use 820),which indicate that at retail centers,between 5%and 9%of total weekday daily trips occur each hour from 8 to 10 A.M.and 2 to 4 P.M. heffTon 16 August 26, 2016 Sartori Elementary School: DRAFT Transportation Technical Report The resulting trip generation estimates for the site's existing uses is presented in Table 6:This table also shows the estimated trip generation for the proposed new school and the net change due to the.project. As shown,when considering the site's existing uses,the project is estimated to generate about 200 fewer trips per day, and about 26 fewer trips during the commuter PM peak hour.The new school is estimated to generate net increases of 176 morning peak hour trips and 93 afternoon peak hour trips. These figures are reasonable and expected since school traffic tends to be focused mostly during:the morning arrival time arid afternoon dismissal, and the project would construct a school that is roughly double the size of the existing school.on the site. Table 6. Estimated Vehicle Trips Generated by Existing Uses and Net Change With Project Morning Afternoon Commuter PM • ITE Land Daily Peak Hour a Peak Hour b Peak Hour c Proposed Land Use Use Code Size Trips In Out Total In Out Total In Out Total Elementary School 520 . 39,284 sf 610 115 90 205 55 ., 70 125 25 25 50 . Single-Family Houses 210 ' .9 du 90 2 5 7 . 0 ' ; 0 0 d 6 3 9 Duplex(Apartment) . 220 2 du :10 0 1 1 0 0 0.d 1 0 1 1 Office , 710 . 1,720 sf 20 3 0 3 . 0 . : 0 0 d 0 3 _ 3 Supermarket 850 ' 6,486 sf 660 14 ' 8 22 ' 15 15 30 31 30 ' 61 Specialty Retail 826 614 sf 30- 1 0 1 : 1 1 2 1 1 2 Total Existing Uses 1,420 . 135 104 239 71: 86 157 64 '62 : : 126 Proposed School 1,220 235 180 - 415 . 110 140 250: :.45 55 100 Total Net Change 200 100: . 76 176 -39 54 93 -19 -7 -26 Source: Heffron Transportation,Inc.,August 2016,using rates in Trip Generation Manual(ITE,9th,Edition,2012). a. The morning peak hour forthe proposed school is expected to occur from 8:15 to 9:15 A.M.based on planned start time of 9:00 A.M. b. The afternoon peak hour for the proposed school is expected to occur from 3:15 to 4:15 P.M.based on planned dismissal time of 3:40 P.M. c. The commuter PM peak hour of the adjacent roadways varies based on location,but typically occurs during one hour between 4:00 and 6:00 P.M. The trip generation reported is the highest one hour total during this period. d. Rates are not provided for the afternoon peak hour when school dismissal is expected to occur. 3.2.3. Trip Distribution and Assignment- As:described previously,.the proposed:Sartori Elementary School is planned as a choice:school that would draw an estimated 30%of its enrollment from the local area around the school and the remaining enrollment from the entire district.:In order to develop trip distribution patterns for school traffic; current enrollment data and attendance boundaries of existing elementary schools within,the district were examined to approximate student population density and related residential origins and destinations. Travel routes were developed using Google Maps predictive travel times to determine likely travel routes to and from the project site.For conditions when there are multiple,viable travel routes,project trips were proportionally assigned to.each route to match the travel patterns observed in existing turning movement counts from intersections around the site. These analyses assume the same distribution percentages for both inbound:and outbound_trips because the majority of drivers would use the same routes around the project site to reach their workplaces,residences,and commercial destinations. School bus trips were assigned separately based on anticipated routing guidance provided by the Renton School District's Transportation staff. The resulting total project trip distribution patterns and assignments for the daily;morning, afternoon; and commuter PM peak hours are shown:on Figure 7. heffrori . :17- : August 26, 2016 N 5% Ai L 7[7](3) 4%)4/0 131 [88](41) 5/o) 9%15% 25. N.6 30 .. . 15%9%) z z; z 16% y TCDCD 2) a 2 15%411lJ ) .' th st •: : . 5[151(: 335 0 0 15/0. 16/0)' v - Cry K 195 I 34] .. m 16)a N 4th:St z i: H 15% a 19; 01 I[ TE o N Madan St i, i— N3rdSt .. i 210 195 l 19% 27)4 NF.„ . 17% 15% . . 351 [92] N 2nd St ' s15%15% 0 L.i. 7)[17]45— r 0 0) 6 5 15] 3] a g;+,`- 15 1) 500 L . 24% ay i z z Z 27% 27% R o 1 r i t t , F 27)[56]91 54 [3) I E 1 r ` 19] 0 m' : 310 Jr b w w 1)[3].4 (9) O a : Y V tw -S 2nd St 1,7='t};'• 4. .. 12% 7% • • i f KEY: 7% ' 12% r:t. X% Inbound Distribution y.4 X%) AM Peak(Afternoon&Commuter Peak) 41 X% Outbound Distribution 115 X%) AM Peak(Afternoon&Commuter Peak) t-XX[XX]()0) AM Peak[Afternoon Peak](Commuter PM Peak)Trips XXX Daily Trips SARTORI ELEMENTARY SCHOOL Figure 7 . y, Trip Distribution and Assignments lief fr on Transportation Technical Report transanS • o r t a t i o n, I n c.p p Daily,Morning,Afternoon;_&PM Peak Hours Sartori Elementary School DRAFT: Transportation Technical Report': . j 3.2.1. Forcast With:Project Traffic Volumes ' . - To estimate 2018 traffic volumes with the proposed.project,the project trips were added to the 2018 without-project volumes.Forecast 2018 with-project volumes for morning and afternoon peak hours are shown on Figure 8, and shown on Figure;9 for.the PM peak hour: •.: 3.3.. Traffic:Operations Intersection levels of service for future with-project conditions: were determined using the same _' . . r methodology described previously for existing and future Without-projeCt conditions. The new Sartori Elementary School is expected to generate new pedestrian and.bicycle trips between the site and surrounding residential properties. These added trips would increase the number of pedestrian.crossings at : the study area intersections. The potential increases:in pedestrian crossing activity and the peaking: characteristics of school traffic(with school drop=off and pick-up activity primarily expected to occur - . during about 20 minutes within the peak hours):have all been accounted for in the operations analyses of the study area intersections. It Table 7 summarizes forecast 2018 levels of service without and with the proposed project for the morning,afternoon,:and PM peak ho`urs.,;As shown,the school project is expected to add some delay to: most locations;however, all four signalized study-area:intersections are expected to continue operating at the same levels=LOS C or better with the proposed Sartori Elementary School project. The projected II increases in average.delay.due to the project:are estimated to range from 0.1 to 2.4 seconds per vehicle. .:. : One location is forecast to experience a slight decline in overall average delay, due to higher volumes on : : movements with very low delay:Based on these results,the project is expected to have a negligible impact to-traffic operations at study area intersections. • • Table 7. Level;of Service:-2018''Conditions WithOUt and With Project :: 20 1;8MorningtPeak4Hour> ,' 20;1181Afternoon'.PeakiHourr 2011!8°PMlPeaIcJ]Our- 8 1151oi9 i'S,A 4.0 r 1 a-'} ., (315,toj;41,5f?M)fto to-15:00 P, Mw) Without "r; With .'' 7' Wth°outt Without° per Wifie Pro ect Pect t 'Prolect° wi Proet y Frolect sProject Signalised intersection i'llOS 1 Delayt R'LOS.'. Delayf r LOS; Delay, -L®SE 'D lay, 7LOSi P,Dyi. LOS.Delayd+ N 4th St l ParkAve • • B 16.6 B 18.0 - C 25.3 • C 26.2' C 26.1 C 26.3 N 4th.St/Garden Ave N : :A 6.9 A 9.3 A 4.8 : A 6.6 A: : :4.4 A 5.0 N 3ro St/Garden Ave N C: 20:8: C 20.3 A ': : 9.6 B : 10:5: : B 12.2 B . : : 12.3 N 3rd St/Park Ave : . . ..:C 27.2 • C. . :.28.6 B 15.4 . :. B. 16.4 : B . . :.1:7.3 B 17.6 . : Source:Heffron Transportation;August 2016. 1. LOS=Level of.service. 2.. Delay=Average seconds'of delay pervehicle. heffron .19 -August 26, 2016 : N. 4s)L., 140[35] 44] i---396[365} 30[30] N:5th St 1180] L52 37 z z z 100] 365. 427[332] Q Q o 125 0 1 1. 216[403] m 5! o 1 is>044. 650 i 10 [260] 25] 0 N 4th St :. Q, z a) 0o m SITE N 3rd St o,,. 428] 30] 1165]147 15] 25 LQ7449 70]145 1 6 25]56 11 6 71.2]480_- 535 [33] 1131]606— 69 [33] 25]20 [210] 33]14 [34] KEY: f—XX[XX] :AM Peak[Afternoon Peak]Volumes SARTORI ELEMENTARY SCHOOL Figure 8 : : Forecast 2018 With-Project Traffic Volumes hef fr on Transportation Technical Report Morning and Afternoon Peak Hours t r a n S . o r t a t i o n, inc. -: N . AL 30 337 1--- 301 ... 4ii 10 N 5th St i.... IF ‘..L28 z _ - Y1210t=: 265 T:100 1 c 32 a) co i . f 255 25 N 4th St :: 0I SITE o N3rdSt 8,- 1f 387 25 . 1129 10 l 0 l —. 75_ --t. f .r 1.7. t ' r . 887 210 46 1287"-0. 24 25 : 201 36 SARTORI ELEMENTARY SCHOOL Figure9 ,. : : ' Forecast 2018'With-Project Traffic Volumes he ffr on_.. Transportation: Technical Report . . . commuter PM Peak Hour trans • o r t a t i o n, I n c. Sartori Elementary School. DRAFT Transportation Technical Report 3.4. Site Access The project would provide access in two locations.The:family-vehicle drop-off/pick-up loop'and-a portion of staff parking(about 53 spaces)would be located at the north end of the site and would be served by two one-way access driveways on N 4th Street—inbound:at the eastern driveway and outbound at the western driveway. This access configuration,combined with the clockwise circulation pattern proposed,maximizes the amount of desirable on-site queue area for family vehicles and eliminates conflicting left-turn movements that would exist with a traditional two-way driveway on a one-way street such as N 4th Street. The south parking lot(about 30 spaces for staff and visitors)as well as the service and loading area would be accessed from a single driveway on N 31.d Street. Operations analyses of the proposed access driveways indicate that all movements would operate at LOS B or better during all times of the day: School bus load/unload would occur on the west side of Garden Avenue N, adjacent to the school site. 3.5. On-Site Vehicle Queueing The on-site family-vehicle load/unload loop would provide space for about 30 vehicles to wait/queue at one time. During the afternoon dismissal period, an additional 15;to 20 parking spaces within the north parking lot are likely to be available for family-vehicle load/unload activity bringing the total north lot queuing capacity to between 45 and 50 vehicles. In the,mornings, school drop-off activities usually occur with limited queues or delay. This is because arrivals tend to be spread out over the 20 to 30 minutes before school start time. During this,period, family drivers generally arrive, drop.off students, and then immediately leave the site. In the afternoons,many family drivers arrive early and wait in the queue lane(s)or parking spaces for the students to be dismissed,and longer vehicle queues can develop. The morning arrival queue can be modeled directly using Poisson:arrival methodologies;for a multi- channel service system(i.e.,the number of drop-off spaces that can be used simultaneously). Assumptions,documented from queuing data collection-at Bellevue School District schools were used for this analysis.16 This includes the assumption that it takes about 15 seconds for students to exit a vehicle while at the drop-off location space and the entire morning arrival time for a school occurs within 20 minutes. This equates to a service rate for each drop-off space of 4 vehicles:per minute(80:vehicles:in 20 minutes or a rate of 240 vehicles per hour).For the proposed Sartori Elementary School,the estimated . morning arrival volume is 225 vehicles(as presented in the Trip Generation section);however,this value includes school buses (expected to be 14)and staff arrivals(estimated at about 50).The total number of family-vehicle arrivals during the morning peak hour is estimated at 161 (to account for the compressed 20 minute arrival period,the arrival rate for the model is three times this level or 483 vehicles per hour). Students could:be dropped off along much of the queue lane shown on the site plan(see Figure 2),which allows for more than 14 spaces to be used,at one time in the main family.-vehicle drop-off/pick-up location.However,to provide an analysis of potential worst-case conditions, a range of four to eight spaces was evaluated to estimate both the average and 95d'-percentile queues for the drop-off area closest to the building. Table 8 shows the estimated queues for the assumed drop-off spaces at the proposed school during the morning arrival.As shown,the estimated morning arrival queue is expected be accommodated on-site arid is not expected to exceed the available load/unload zone.capacity. The queue model calculation results are included in Appendix C. 16 Gibson Traffic Consultants,Enatai Elementary School Traffic Impact.Analysis,August 2014. heffron 22: August 26, 201E Sartori Elementary School DRAFT Transportation Technical Report Table 8. Estimated Morning Arrival Vehicle Queues Vehicles Served. Exceeds.On-Site Simultaneously Average Queue 95th Percentile Queue, Vehicle:Capacityz? 4 vehicles 2 vehicles 5.vehicles No 5 2 4 . No 6 2 4 No 7 2 4_ No g 2 4 :: No Source: Heffron Transportation,Inc.,August 2016,using service rate assumptions based on observations included in the Enatai Elementary School Traffic Impact Analysis,(Gibson Traffic Consultants,August 2014). Although the queue analysis and estimation model is reasonable for application to morning arrival queues,the afternoon queueing conditions are:different.Family drivers arrive prior to school dismissal during a time when no vehicles are being loaded(or serviced). This causes vehicle queues to develop prior to the student dismissal. In addition, students arrive at their family vehicles at different rates, so the service times per vehicle are different than during morning arrival.To estimate on-site vehicle queues during afternoon school dismissal, data collected on March 15 and October 15,2015, at the Bellevue School:District's Cherry Crest Elementary School were considered. The Bellevue school enrolls about 570 students with 50 staff members and school parking lot has.about 82 spaces. Therefore,conditions are quite similar to that of the proposed Sartori Elementary School.During both afternoon observation periods,the parking lot was'nearly full. Cherry Crest Elementary School is dismissed at 2:25 P.M; during the October observation;there were 22 vehicles in the queue at 2:26 P:M. The longest standing vehicle queue observed was 30 vehicles. The queue had completely dissipated by 2:37 P.M.It should be noted that even though there was space on site for additional vehicles in the queue lane;25 to 30 family- vehicles were parked on the adjacent streets and were assumed to be associated with the school dismissal:activity. These vehicles had left by 2:38 P.M. Overall,the afternoon:peak queues dissipated within about 15 minutes after school dismissal. As described previously,the proposed Sartori Elementary:School would accommodate up to 650 students and'60 staff members.Based on the queue observations at Cherry Crest Elementary and adjusting for the higher potential enrollment;the afternoon queue is estimated at up to 68 vehicles.As - mentioned,the proposed north load/unload loop and excess parking is estimated to accommodate 45 to 50 vehicles. If the estimated queue of 68 vehicles occur*the excess demand(18 to 23 vehicles)is likely to occur elsewhere including in the proposed visitor lot on the south side of the school and some on- street along the east side of Garden Avenue N. It should be noted:that since Sartori Elementary would be a choice school drawing from the entire District,more students may rely on bus transportation, since it may be less convenient for many family drivers to make trips across the District during the afternoon. In contrast, observations at neighborhood:schools that draw from:asmaller area(such as the Bellevue elementary observed)often have higher numbers of family drivers willing to make short trips to pickup students in the afternoon.As a result,the estimated queues may be conservatively high.However,if afternoon queues fill the north lot and load/unload area,access management measures could be implemented to prevent those queues from adversely impacting traffic flow on N 4t'Street. It is acknowledged that some fluctuation in volumes and queuing activities are common as they can:be affected by weather, special events,and unfamiliarity with drop-off/pick-up procedures at the beginning , of each school year.It is noted that family drivers with younger students are more likely:to park their vehicles and walk their children to and from the school. heffron . 23 - , August 26, 2016 Sartori Elementary School DRAFT Transportation Technical Report 3.6:: Parking 3.6.1.. School Day Parking,: School-day parking at elementary schools is primarily driven by staffing levels and family-volunteer activity. Parking demand rates for elementary schools based on staffing levels have been developed using counts conducted at several Seattle elementary schools in 2013 and 2014 for recent modernizations and/or replacement projects;these data reflect peak school-day parking demand rates that range from 1.06 to 1.23 vehicles per employee.ITE's Parking Generation17 does not include data for elementary,schools based on staffing levels(the:data provided are based on:enrollment levels and are unclear if they reflect conditions during morning arrival, afternoon dismissal, or'special events).Parking Generation does include an employee-based rate for middle schools:of 1.22-vehicles-per=employee, which is consistent with observations by Heffron Transportation. Therefore, a midday parking demand rate of 1.23 vehicles per employee was applied. This rate accounts for employees and family volunteers or other visitors who may be on-site midday: . . The District estimates that Sartori:Elementary School could have up to 60 employees with the-school at full capacity.Using the parking rate described above,the new schoolis projected to have a midday peak parking demand of about 74 vehicles,which is likely to occur during late morning when all teachers; administrative staff,kitchen staff, and volunteers are typically on site:Afternoon demand is often somewhat lower, as part-time and food-service staff often leave:after lunch.The proposed on- site parking supply of 83 spaces is expected to accommodate typical midday peak parking demand. 3.6.2. Evening Event Parking Sartori Elementary School:would have common spaces and a gymnasium that could be used for events at the school. The school is expected to host evening events periodically throughout the school year that could use these spaces. The types of events typically held at schools include the following.. Large School Events—Typically occur about once per month or once every other month. The : : largest events occur two or three times per year and usually include:Back to School Night; Curriculum Night Open House, and a concert or talent show. Some:of the larger events have staggered arrivals and not all attendees are on site at once;while others have fixed start and end times and all attendees are on site simultaneously. PTA(or other)Meetings—There are commonly:five or six smaller PTA events that occur each year. Typically, attendance ranges from about 30 to 100 people. . • ' • • - Community Use-The site may be scheduled for use by community groups (e.g. Cub Scouts, Boy Scouts,Brownies,etc.)or recreational sports on the playfield:However,it is noted that the playfield will be smaller than those at most elementary schools and may not support Organized athletics. Community-use events usually have smaller attendance levels of 10 to 50 people,but may occur more frequently. For evening events,the,on-site parking supply of 83 spaces would be available:Room for another 17 parked vehicles would exist in the family-vehicle load/unload-zone,bringing the on-site total to 100 spaces. The on-street school-bus load/unload zone could also be used for event parking and could accommodate about 28 more cars.:The Renton School District Transportation:facility is located across N 4th Street directly north of the site. That facility has 98 parking spaces that are within about 400-feet walking distance to the Sartori Elementary School site and could also be used to accommodate parking overflow during larger evening events. 17 ITE,4t Edition;2010.. heffron 24- • August 26, 2016 Sartori Elementary School: DRAFT Transportation Technical Report :: For larger evening events;there are typically between 3.0 and 3:5 persons attending for each parked vehicle.This rate accounts for higher levels of carpooling(families and students in a single vehicle)-as well as:drop-off:activity that does:not generate parked vehicles.At these:rates,the on-site parking supply combined with the adjacent on-street:supply and the overflow parking at the Transportation facility(totaling 226 spaces) could accommodate events with attendance of between 675 and 790 persons without requiring use of nearby on-street parking.It is noted however that some event attendees may choose to:park on-street nearby for convenience.If event parking demand exceeds these:levels or if larger attendance levels are expected,it may be necessary to modify the event to.reduce total peak demand.,For example, curriculum night could be.separated into two:nights based on grade levels.. 3.7:. Traffic Safety The project is not expected to result in any significant adverse safety impacts.However, as noted in the analysis of collision data, there were several,collisions that involved vehicles making improper left=turns from westbound N 4th Street to southbound Park Avenue N: With the introduction of the two one-way . . school access driveways on N 4th Street and additional trips along N 4th_Street,it may be beneficial to install lane channelization markings(painted arrows) and/or street signs on N 4th Street approaching Park Avenue N that better inform drivers that the outside lanes are for turns and the inside lanes are for through traffic only. The school would result in increased traffic and pedestrian traffic activity around the site. The:proposal should also include establishment of school crossings and school-zone speed limits during peak arrival ... and dismissal times.The District should work with the City to define and implement school.speed zones around the site;-including installation of signage.-The project is not expected to:result in any significant adverse safety impacts. 3.8. Transit Facilities:& Service Some:transit trips may be:generated by,the'teachers or staff at:the site. The nearest transitstops are :• : • . . currently located directlyin•front of the school site on Park Avenue N at the N-3rd Street and N 4th Street intersections .School bus transportation would be.provided to those students:living beyond:the 1-mile walk area for the school. The project is not expected to result in adverse impacts;to transit. 3.9. : Non-Motorized Transportation Facilities The new Sartori Elementary School is expected to generate additional pedestrian andbicycle trips within the site vicinity..The District should also coordinate with the City and.Renton.Police Department.(RPD) to re-establish and enforce school-zone speed limits near the site.Prior to school opening,the District should review and identify walk routes, crosswalk locations, and crossing guard locations. 3:10. Short-term Impacts from Construction Coiistruction-at the site is planned to start in late spring.2017;the school is planned to be ready for occupancy by fall of 2018.The construction effort would include limited earthwork that would consist of excavation that would remove and export about 2,000 cubic yards(cy)of material from the site and - import about 4,500 cy of fill to the site..18_ Half of this earthwork activity is anticipated to:occur during a. several:month period at the beginning of the project;the remainder would likely be spread out over several months near the end of the project.Assuming an average of 20-cubic yards per truck .. .: 18 AHBL,,Earthwork quantities estimates,August 2016: heffron 25 = August 26,:2016 Sartori Elementary School DRAFT Transportation.Technical Report . . truck/trailer combination),the earthwork would generate about 165 truckloads(165 trucks in and 165 trucks out)during the two periods at the beginning and end of the project.Assuming these earthwork periods are condensed to about two months each,this would correspond to about eight truck trips per day(four in,four out) and one or fewer truck trips per hour on a typical eight-hour work day. This volume of truck traffic may be noticeable residents living adjacent to the site,but is not expected to result in significant impacts to traffic operations in the site vicinity. The construction of the project would also generate employee and equipment trips to and from the site. Construction work shifts for schools are usually from 7:00 A M to 3:30 P.M.,with workers arriving between 6:30 and 6:45 A.M. and leaving between 3:30 and 4:00 P.M. The number of workers at the project site at any one time would vary depending upon the construction element being implemented. Parking for construction personnel may be provided within the site,but some construction workers may also park on-street along the site frontage of Garden Avenue N. heffron. .. 26- August 26, 2016 t r a n s . o r t a t l o n I n c. Sartori Elementary School DRAFT Transportation:Technical Report 4: MITIGATION 4:1 .: Transportation Impact Fees The City of Renton collects:transportation impact fees and has outlined fee rates for a variety of uses. The City's 2016 Development Fees schedule does not include a specific rate for elementary schools(a fee rate of$2.00 per square foot is listed for,high schools),but indicates.that fees for uses:not listed are determined"per current ITE Manual:"For uses not listed,Renton Municipal Code(RMC)allows for an independent transportation mitigation fee calculation as stated in RMC 4-1-190:H.1: If in the judgment of the Administrator, none of the fee categories or fee amounts set forth in the City.'s Fee Schedule published and on file with the City Clerk accurately describes or captures the impacts of anew development on public facilities, the Department may conduct independent fee calculations and the Administrator may impose alternative fees:on a specific: development based on those calculations. Based on data presented in Table 8 of the City of Renton's Rate Study for Impact Fees19 the transportation impact fee rate for the High School land use category is calculated as follows: High School ITE PM :. %New Trip Length = Net New: Rate Per Unit Based Peak Hour Trip Rate: Trips x Factor Trips on$7;517.08 per trip 1.00 0.78 er 1,000 sf 5.83 per sf0.97 tips/1;000 sf 80%p p However,the adopted fee rate for high school uses in 2016 is roughly of the total calculated rate- 2.00-$5.83 =34.3%): If this same methodology is applied:to the published trip generation rate for elementary schools (ITE Land Use 520),the fee rate would be calculated as follows: sElementarySchoolPM %New Trip Length Net New Rate Per Unit Based Peak Hour Trip Rate :Trips Factor Trips on:$7;517.08 per trip 1.21 trips/1;000 sf 80% 1.00 ; 0.97 per 1,000sf 7.28 per sf. The calculated fee rate for 2016 would then be about$2.496 per square foot(34:3% X:$7:28).Based on this independent fee rate and the proposed school size that could be up to 79,000 square feet,the transportation impact fee for project would be$197,184.: However, as described previously,the project would remove the existing uses from the site and the City:. allows for creditagainst the fee for removed uses..The estimated credit for the uses that Would be.removed is presented in Table 9. As shown,:credit for remove of all existing uses totals:just over$216,000;more than the fee for the new school:Therefore,there should be no net fee due for the proposed school project. It should be noted that transportation impact fees are due and payable,before the building permit is issued by the City based on the fee rates in effect at that time. 19 :: :Henderson Young&Company,August 26,.2011. heffron ::.27- August 26,:2016 Sartori Elementary School DRAFT- I Transportation Technical Report Table 9. Transportation Impact Fee Credit Estimate for Existing Site Uses to.be Removed T+ypes of",Uses_:, Sized##loffUnits r t Fee)Rateag , -'FeeeCreditt'Amount Public School(Sartori Education Center) 39,284 sf 2.496/sf b 98,050) Single Family Homes 9 units 2,951.17/dwelling 26,561) Duplex(assume_apartment rate)c 2 units 1,923.83/dwelling 3,848) Office(converted single family residence) 1,720 sf 5.10/sf 8,772) . Supermarket/'Restaurant/Drive-Thru Espresso 6,486 sf d 11.83/:sf e.76,729) Retail(dog groomer)614 sf f 3.33/sf 9• 2,045) Total Credit .- . . ($216,005) .. Fee for New School 197,184 Total Fee Due 0.: Source:Heffron Transportation;Inc:,August 2016. .' a Unless otherwise noted,rates from City of Renton's 2016 Development Fees,Revised August 2016. b. Elementary School rate developed by Heffron Transportation based on current ITE Trip:Generation Manual and City of Renton Impact Fee Rate Study methodology. c. .. No rate published for so,fee rate for.Apartment was applied. d. Includes two buildings at 314 Park Avenue N consisting of a 6,390 sf Market&Deli and;fast-food restaurant;and a separate 96-sf espresso stand. e. Size of restaurant is not provided by King Count y Assessor,so credit estimated for all uses with lower supermarket rate. f. A portion(614-st)-of the single-family residence building at 350 Park Avenue N was permitted as a retail dog grooming business. g. Neither theCity's fee rate schedule nor the ITE Manual include ratee for a dog groomer Therefore,the shopping center rate(typically applied for general retail uses)was applied 4.2. Right-of-Way Dedications In order to comply with street frontage and curb-return radii requirements outlined by the City,the project would dedicate right-of--way along the street frontages of all four sides of the project site..These would include about 12 feet along Park Avenue N, about 4.5 feet along N 3rd Street, 8.0 to 8.5:feet along N 4th Street, and about 9 feet along Garden Avenue N.In total,the right=of--way dedications are estimated at 17,524 sf(or roughly 0.4 acre). . . 4.3. Roadway Network Improvements Frontage Improvements The City will require frontage improvements along all four sides of the site.:The following describes the requirements for each roadway fronting the site: Park Avenue N—New curb at its existing location with an 8foot wide planter and a new 12-foot wide sidewalk. N 3rd Street—New curb at its existing location with an 8-foot wide planter and,a new 8-foot wide sidewalk. N 4th Street—New curb at its existing location with an 8-foot wide planter and a new 8-foot wide sidewalk. Garden Avenue N-New curb and Curb bulbs at corners of 3rd and 4th Avenue with an 8-foot wide bus parking lane and a 10-foot sidewalk behind the curb. The proposed on-street load/unload zone is expected to be restricted to school buses only during morning arrival and afternoon dismissal periods, but could be available for general parking during other times of the day. heffron :.: • 28 - August 26, 2916 Sartori Elementary School DRAFT Transportation Technical Report All intersections.-New curb returns with radii of 35 feet at all corners with;two perpendicular curb ramps at each corner. 4.3.2. Roadway:Markings & Signage As described;in Section 3.7 Traffic Safety, it may be beneficial to install lane channelization markings painted arrows)and/or street signs on N 4t1'Street approaching Park Avenue N to better inform drivers that the outside lanes are for turns and the inside lanes are for through traffic only. The District should coordinate with:the City to confirm:the locations, extent,and signage of the school- bus load/unload zone along the west side of Garden Avenue N. The District should also coordinate with the City to review walk routes and determine if any changes should be made to crosswalk locations, signage, or pavement markings.Part of this effort would be to define and implement school zone speed limits according to City standards 4.4. : Operational Measures The following operational measures are recommended for implementation prior to school opening and 1 are expected to be updated as conditions warrant. - Transportation Management Plan(TMP)—Prior to the school opening,the District and school principal should establish a Transportation Management Plan(TMP)to educate.families about the access load/unload procedures for the site layout The effort should communicate to families and staff the constrained site conditions and limited ability to accommodate family vehicles. It should encourage school bus ridership,;carpooling, and supervised walking(such as walking school buses).;The plan should define clear procedures and travel routes for family vehicles and instruct family drivers not to block or partially block travel lanes with queued or waiting vehicles. The,plan.should also address eveningevent conditions,b identif y in appropriate p arkin locations'for attendees,directingattendeesY ' gparking or staff to the remote off-site parking(at the District's Transportation facility),and or adjusting the schedule or size of events to better accommodate demand with the available parking supply: Speed Enforcement—The District should coordinate with the City to ensure that school zone speed limits:are signed and enforced, and that crossing guard locations are identified and staffed. Event Communication Plan The District and school administration should develop a neighborhood communication plan.toinform nearby neighbors of events each year.The plan should be updated annually(or as events are scheduled)and should provide information about the dates,times, and rough magnitude of attendance. The communication would be intended to allow.neighbors to plan for the occasional increase in on-street parking demand that would occur with large:events. Construction Management Plan(CMP)—The District should require the selected contractor to develop a construction management plan(CMP)that addresses traffic;and pedestrian control during; school construction.It should define truck routes,lane closures,walkway closures, and parking disruptions, as necessary.To the extent possible,the CMP should.direct trucks to arterials and away from residential streets to avoid unnecessary conflicts with resident and pedestrian activity.The CMP may also include measures to keep adjacent streets clean:on a daily basis'at the truck exit points (such as street sweeping or on-site truck wheel.cleaning)to reduce tracking dirt offsite. The CMP should identify parking locations for the construction staff;to the extent possible,construction employee parking,should be containedon-site. hef fr..on . 29.-august 26,:2016 Sartori Elementary School n c Transportation Technical Report DRAFT APPENDIX A Level of.Service Definitions heffron . trans . ortation Inc.. Sartori Elementary School DRAFT Transportation Technical Report Levels of service (LOS)are qualitative descriptions of traffic operating conditions. These levels of service are designated with letters ranging from LOS A,which is indicative of good operating condi- tions with little or no delay,to LOS F,which is indicative of stop-and-go conditions with_frequent-and lengthy delays.Levels of service for this analysis were developed using procedures presented in the, Highway Capacity Manual(Transportation Research Board,2010): Level of service for signalized intersections is defined in terms of delay. Delay can be a cause of driver discomfort,frustration, inefficient fuel consumption, and lost travel time. Specifically,level of service criteria are stated in terms of the average delay per vehicle in seconds. Delay is a complex measure and is dependent on a number of variables including: the quality of progression;_cycle length,green ratio, and a volume-to-capacity ratio for the lane group or approach in question.-Table A-1 shows the level of . . service criteria for signalized intersections:from the Highway Capacity Manual. Table A-1; Level of Service Criteria Level of Service. Average Delay Per Vehicle . : General Description : . . A Less than 10.0 Seconds:.Free flow. . B 10.1 to 20.0 seconds Stable flow(slight delays) C 20.1 to 35.0 seconds Stable flow(acceptable delays) D 35.1 to 55.0 seconds , Approaching:unstable flow(tolerable delay— occasionally wait through more than one signal cycle before proceeding. E 55.1 to 80.0 seconds Unstable flow(approaching intolerable delay) F Greater than 80.0 seconds . Forced flow(jammed) . . Source: Transportation Research Board,Highway Capacity Manual,2010. For unsignalized two-way-stop-controlled, all-way-stop-controlled, and roundabout intersections,-level of service is based on the average delay per vehicle. The level of service for a two-way,:stop- controlled intersection is determined by the computed or measured control delay and is defined for each minor.movement.Delay is related to the availability of gaps in the main:street's traffic flow, and , the ability of a driver to enter or pass through those gaps. The delay at an all-way, stop-sign(AWSC) controlled intersection is based on saturation headways, departure headways,and service times.Delay.: at roundabouts is based on entry flow rates and flow rate capacity. Table A-2 shows the level of service criteria for unsignalized intersections from the Highway Capacity Manual. Table A-2. Level of Service Criteria for Unsigrialized Intersections Average Delay Level of Service seconds per vehicle) A Less than 10.0 B 10.1to15.0 15.1 to 25.0 D 25.1 to 35.0 35.1 to 50.0 F- Greater than 50.0 Source: Transportation Research Board,Highway Capacity:Manual,2010. A-1heffron. Sartori Elementary School.:DRAFT 'Transportation,Technical Report . , APPENDIX B . Level of Service Calculation Sheets heffrori. RSD - Sartori Elementary Existing (2016) Morning Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings I --b` N' C ~ k- 4\t t \. ,L 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4++ r 4+t1, Traffic Volume(vph)0 0 0 79 192 41 10 620 0 0 348 49 Future Volume(vph) 0 0 0 79 192 41 10 620 0 0 348 49 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 513 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 1.00 1.00 Frt 0.850 0.982 Flt Protected 0.986 0.999 Satd. Flow(prot) 0 0 0 0 4825 1524 0 3468 0 0 3339 0 Flt Permitted 0.986 0.950 Satd. Flow(perm) 0 0 0 0 4822 1501 0 3298 0 0 3339 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 89 23 Link Speed(mph) 30 30 30 30 Link Distance(ft) 281 438 671 521 Travel Time(s) 6.4 10.0 15.3 11.8 Confl.Peds.(#/hr) 3 2 2 3 1 1 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles(%) 0% 0% 0% 6% 6% 6% 4% 4% 4% 6% 6% 6% Adj. Flow(vph) 0 0 0 88 213 46 11 689 0 0 387 54 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 301 46 0 700 0 0 441 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 8 1 6 2 Permitted Phases 8 8 6 Minimum Split(s) 30.0 30.0 30.0 12.0 50.0 38.0 Total Split(s)30.0 30.0 30.0 12.0 50.0 38.0 Total Split(%) 37.5% 37.5% 37.5% 15.0% 62.5% 47.5% Maximum Green(s) 24.5 24.5 24.5 8.0 44.5 32.5 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.5 1.5 1.5 0.0 1.5 1.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time(s) 7.5 7.5 7.5 32.5 19.0 Flash Dont Walk(s) 17.0 17.0 17.0 12.0 12.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 24.5 24.5 44.5 32.5 Actuated g/C Ratio 0.31 0.31 0.56 0.41 v/c Ratio 0.20 0.09 0.38 0.32 Control Delay 17.5 6.7 16.5 16.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 17.5 6.7 16.5 16.1 LOS B A B B Approach Delay 16.1 16.5 16.1 5/19/2016 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Morning Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B B B Queue Length 50th(ft) 43 1 134 72 Queue Length 95th(ft) 65 23 m168 107 Internal Link Dist(ft) 201 358 591 441 Turn Bay Length(ft) Base Capacity(vph) 1476 521 1848 1370 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.20 0.09 0.38 0.32 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:80 Offset:62.5(78%), Referenced to phase 1:NBL and 6:NBTL,Start of Green Natural Cycle:80 Control Type: Pretimed Maximum v/c Ratio:0.38 Intersection Signal Delay: 16.3 Intersection LOS:B Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period(min)15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1:Park Ave N&N 4th St p4\ 0i 102 i06 08 5/19/2016 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Morning Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4++ r vl r Traffic Volume(vph)0 0 0 14 276 133 27 0 0 0 0 32 Future Volume(vph) 0 0 0 14 276 133 27 0 0 0 0 32 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 Frt 0.850 0.865 Flt Protected 0.998 0.950 Satd. Flow(prot) 0 0 0 0 4706 1468 1433 0 0 0 0 1550 Flt Permitted 0.998 0.950 Satd. Flow(perm) 0 0 0 0 4706 1437 1433 0 0 0 0 1550 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 160 507 Link Speed(mph) 30 30 30 30 Link Distance(ft) 438 463 670 531 Travel Time(s) 10.0 10.5 15.2 12.1 Confl. Peds.(#/hr) 1 1 1 1 Confl. Bikes(#/hr) 1 Peak Hour Factor 0.83 0.25 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles(%) 0% 0% 0% 10% 10% 10% 26% 26% 26% 6% 6% 6% Adj. Flow(vph) 0 0 0 17 333 160 33 0 0 0 0 39 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 350 160 33 0 0 0 0 39 Turn Type Perm NA Perm Perm Perm Protected Phases 2 Permitted Phases 2 2 8 4 Minimum Split(s) 50.0 50.0 50.0 25.5 25.5 Total Split(s)50.0 50.0 50.0 30.0 30.0 Total Split(%) 62.5% 62.5% 62.5% 37.5% 37.5% Maximum Green(s) 45.0 45.0 45.0 25.5 25.5 Yellow Time(s) 4.0 4.0 4.0 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s)33.0 33.0 33.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.0 14.0 14.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 45.0 45.0 25.5 25.5 Actuated g/C Ratio 0.56 0.56 0.32 0.32 v/c Ratio 0.13 0.18 0.07 0.05 Control Delay 8.4 2.0 21.4 0.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 8.4 2.0 21.4 0.1 LOS A A C A Approach Delay 6.4 21.4 0.1 Approach LOS A C A Queue Length 50th(ft) 27 0 14 0 5/19/2016 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Morning Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 37 19 29 0 Internal Link Dist(ft) 358 383 590 451 Turn Bay Length(ft) Base Capacity(vph) 2647 878 456 839 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.13 0.18 0.07 0.05 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:80 Offset:0(0%),Referenced to phase 2:WBTL and 6:,Start of Green Natural Cycle:80 Control Type:Pretimed Maximum v/c Ratio:0.18 Intersection Signal Delay:6.9 Intersection LOS:A Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period(min) 15 Splits and Phases: 2:Garden Ave N&N 4th St I i 02 04 08 MIN 5/19/2016 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Morning Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+1+ I 4 Traffic Volume(vph) 14 492 6 0 0 0 0 14 55 8 11 0 Future Volume(vph) 14 492 6 0 0 0 0 14 55 8 11 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util.Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 Frt 0.998 0.892 Flt Protected 0.999 0.980 Satd. Flow(prot) 0 4832 0 0 0 0 0 1599 0 0 1411 0 Flt Permitted 0.999 0.915 Satd.Flow(perm) 0 4831 0 0 0 0 0 1599 0 0 1317 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 4 71 Link Speed(mph) 30 30 30 30 Link Distance(ft) 439 190 467 670 Travel Time(s) 10.0 4.3 10.6 15.2 Confl. Peds.(#/hr) 6 2 2 6 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Heavy Vehicles(%) 7% 7% 7% 0% 0% 0% 6% 6% 6% 32% 32% 32% Adj. Flow(vph) 18 631 8 0 0 0 0 18 71 10 14 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 657 0 0 0 0 0 89 0 0 24 0 Turn Type Perm NA NA Perm NA Protected Phases 2 4 8 Permitted Phases 2 8 Minimum Split(s) 53.0 53.0 27.0 27.0 27.0 Total Split(s) 53.0 53.0 27.0 27.0 27.0 Total Split(%) 66.3% 66.3% 33.8% 33.8% 33.8% Maximum Green(s) 48.0 48.0 22.5 22.5 22.5 Yellow Time(s) 4.0 4.0 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s)0.0 0.0 0.0 Total Lost Time(s) 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s) 36.0 36.0 7.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 15.5 15.5 15.5 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s)48.0 22.5 22.5 Actuated g/C Ratio 0.60 0.28 0.28 v/c Ratio 0.23 0.18 0.06 Control Delay 22.2 9.0 25.5 Queue Delay 0.0 0.0 0.0 Total Delay 22.2 9.0 25.5 LOS C A C Approach Delay 22.2 9.0 25.5 Approach LOS C A C Queue Length 50th(ft) 104 7 11 Queue Length 95th(ft) 117 30 28 5/19/2016 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Morning Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist(ft) 359 110 387 590 Turn Bay Length(ft) Base Capacity(vph) 2900 500 370 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.23 0.18 0.06 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:80 Offset:0(0%),Referenced to phase 2:EBTL and 6:,Start of Green Natural Cycle:80 Control Type: Pretimed Maximum v/c Ratio:0.23 Intersection Signal Delay:20.7 Intersection LOS:C Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period(min) 15 Splits and Phases: 3:Garden Ave N&N 3rd St 402 - t04 MEI l O$ 5/19/2016 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Morning Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings I -' N C ~ k 4\t , 4 4' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+1+ 1+ 1Pi ++ Traffic Volume(vph) 136 412 19 0 0 0 0 507 52 51 388 0 Future Volume(vph) 136 412 19 0 0 0 0 507 52 51 388 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 1.00 1.00 1.00 Frt 0.995 0.987 Flt Protected 0.988 0.950 Satd. Flow(prot) 0 4853 0 0 0 0 0 1767 0 1703 3406 0 Flt Permitted 0.988 0.146 Satd. Flow(perm) 0 4849 0 0 0 0 0 1767 0 262 3406 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 6 8 Link Speed(mph) 30 30 30 30 Link Distance(ft) 309 439 474 671 Travel Time(s) 7.0 10.0 10.8 15.3 Confl. Peds.(#/hr) 2 5 5 2 2 4 4 2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles(%) 5% 5% 5% 0% 0% 0% 6% 6% 6% 6% 6% 6% Adj.Flow(vph) 156 474 22 0 0 0 0 583 60 59 446 0 I Shared Lane Traffic(%) Lane Group Flow(vph) 0 652 0 0 0 0 0 643 0 59 446 0 Turn Type Perm NA NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 6 Minimum Split(s) 27.0 27.0 39.0 14.0 53.0 Total Split(s) 27.0 27.0 39.0 14.0 53.0 Total Split(%) 33.8% 33.8% 48.8% 17.5% 66.3% Maximum Green(s) 21.0 21.0 33.0 10.0 47.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust(s)0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 4.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Walk Time(s) 9.0 9.0 23.0 37.0 Flash Dont Walk(s) 12.0 12.0 10.0 10.0 Pedestrian Calls(#/hr) 0 0 0 0 Act Effct Green(s)21.0 33.0 49.0 47.0 Actuated g/C Ratio 0.26 0.41 0.61 0.59 v/c Ratio 0.51 0.88 0.17 0.22 Control Delay 26.6 37.0 8.6 6.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 26.6 37.0 8.6 6.2 LOS C D A A Approach Delay 26.6 37.0 6.5 5/19/2016 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Morning Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C D A Queue Length 50th(ft) 100 284 8 36 Queue Length 95th(ft) 130 460 20 48 Internal Link Dist(ft) 229 359 394 591 Turn Bay Length(ft) 100 Base Capacity(vph) 1277 733 340 2001 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.51 0.88 0.17 0.22 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:80 Offset:66(83%),Referenced to phase 1:SBL and 6:SBTL,Start of Green Natural Cycle:80 Control Type:Pretimed Maximum v/c Ratio:0.88 Intersection Signal Delay:24.6 Intersection LOS:C Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period(min) 15 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4:Park Ave N&N 3rd St ft0i t©z v4 06 5/19/2016 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Morning Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+4 r 41'+1+ Traffic Volume(vph)0 0 0 85 200 45 10 650 0 0 365 50 Future Volume(vph) 0 0 0 85 200 45 10 650 0 0 365 50 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 513 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 1.00 1.00 Frt 0.850 0.982 Flt Protected 0.985 0.999 Satd. Flow(prot) 0 0 0 0 4820 1524 0 3468 0 0 3339 0 Flt Permitted 0.985 0.950 Satd.Flow(perm) 0 0 0 0 4817 1501 0 3298 0 0 3339 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 89 23 Link Speed(mph) 30 30 30 30 Link Distance(ft) 289 438 671 576 Travel Time(s) 6.6 10.0 15.3 13.1 Confi.Peds.(#Ihr) 3 2 2 3 1 1 1 1 Confl.Bikes(#/hr) 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles(%) 0% 0% 0% 6% 6% 6% 4% 4% 4% 6% 6% 6% Adj. Flow(vph) 0 0 0 94 222 50 11 722 0 0 406 56 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 316 50 0 733 0 0 462 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 8 1 6 2 Permitted Phases 8 8 6 Minimum Split(s) 30.0 30.0 30.0 12.0 50.0 38.0 Total Split(s)30.0 30.0 30.0 12.0 50.0 38.0 Total Split(%) 37.5% 37.5% 37.5% 15.0% 62.5% 47.5% Maximum Green(s) 24.5 24.5 24.5 8.0 44.5 32.5 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.5 1.5 1.5 0.0 1.5 1.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time(s) 7.5 7.5 7.5 32.5 19.0 Flash Dont Walk(s) 17.0 17.0 17.0 12.0 12.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 24.5 24.5 44.5 32.5 Actuated g/C Ratio 0.31 0.31 0.56 0.41 v/c Ratio 0.21 0.10 0.40 0.34 Control Delay 17.7 6.9 17.0 16.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 17.7 6.9 17.0 16.3 LOS B A B B 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSMIRHF RSD - Sartori Elementary Forecast 2018 Without-Project - Morning Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 16.2 17.0 16.3 Approach LOS B B B Queue Length 50th(ft) 46 1 145 76 Queue Length 95th(ft) 68 25 m169 112 Internal Link Dist(ft) 209 358 591 496 Turn Bay Length(ft) Base Capacity(vph) 1475 521 1848 1370 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.21 0.10 0.40 0.34 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:80 Offset:62.5(78%), Referenced to phase 1:NBL and 6:NBTL,Start of Green Natural Cycle:80 Control Type:Pretimed Maximum v/c Ratio:0.40 Intersection Signal Delay: 16.6 Intersection LOS:B Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1:Park Ave N&N 4th St 1 01 J 02 1 106 08 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Morning Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4++ r vi r Traffic Volume(vph)0 0 0 15 290 140 30 0 0 0 0 32 Future Volume(vph) 0 0 0 15 290 140 30 0 0 0 0 32 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util.Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 Frt 0.850 0.865 Flt Protected 0.998 0.950 Satd. Flow(prot) 0 0 0 0 4706 1468 1433 0 0 0 0 1550 Flt Permitted 0.998 0.950 Satd. Flow(perm) 0 0 0 0 4706 1436 1433 0 0 0 0 1550 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 169 489 Link Speed(mph) 30 30 30 30 Link Distance(ft) 438 463 670 574 Travel Time(s) 10.0 10.5 15.2 13.0 Confl.Peds.(#/hr) 1 1 1 1 Confl.Bikes(#/hr) 2 Peak Hour Factor 0.83 0.25 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles(%) 0% 0% 0% 10% 10% 10% 26% 26% 26% 6% 6% 6% Adj. Flow(vph) 0 0 0 18 349 169 36 0 0 0 0 39 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 367 169 36 0 0 0 0 39 Turn Type Perm NA Perm Perm Perm Protected Phases 2 Permitted Phases 2 2 8 4 Minimum Split(s) 50.0 50.0 50.0 25.5 25.5 Total Split(s)50.0 50.0 50.0 30.0 30.0 Total Split(%) 62.5% 62.5% 62.5% 37.5% 37.5% Maximum Green(s) 45.0 45.0 45.0 25.5 25.5 Yellow Time(s) 4.0 4.0 4.0 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s)33.0 33.0 33.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.0 14.0 14.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 45.0 45.0 25.5 25.5 Actuated g/C Ratio 0.56 0.56 0.32 0.32 v/c Ratio 0.14 0.19 0.08 0.05 Control Delay 8.5 2.0 21.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 8.5 2.0 21.2 0.1 LOS A A C A Approach Delay 6.4 21.2 0.1 Approach LOS A C A Queue Length 50th(ft) 29 0 15 0 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Morning Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings f N c .— k- 4\t , 4 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 39 19 31 0 Internal Link Dist(ft) 358 383 590 494 Turn Bay Length(ft) Base Capacity(vph) 2647 881 456 827 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.14 0.19 0.08 0.05 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:80 Offset:0(0%),Referenced to phase 2:WBTL and 6:,Start of Green Natural Cycle:80 Control Type: Pretimed Maximum v/c Ratio:0.19 Intersection Signal Delay:6.9 Intersection LOS:A Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period(min) 15 Splits and Phases: 2:Garden Ave N&N 4th St a 02 r © 4 4\ 08 Mil 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Morning Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings I N c 4_ 4 I* , i 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41+1+ T 4 Traffic Volume(vph) 15 515 10 0 0 0 0 15 60 10 15 0 Future Volume(vph) 15 515 10 0 0 0 0 15 60 10 15 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 Frt 0.997 0.892 Flt Protected 0.999 0.980 Satd. Flow(prot) 0 4826 0 0 0 0 0 1582 0 0 1411 0 Flt Permitted 0.999 0.908 Satd. Flow(perm) 0 4826 0 0 0 0 0 1582 0 0 1307 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 6 77 Link Speed(mph) 30 30 30 30 Link Distance(ft) 439 190 619 670 Travel Time(s) 10.0 4.3 14.1 15.2 Confl. Peds.(#Ihr) 6 2 2 6 Confl. Bikes(#/hr) 1 1 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Heavy Vehicles(%) 7% 7% 7% 0% 0% 0% 6% 6% 6% 32% 32% 32% Adj. Flow(vph) 19 660 13 0 0 0 0 19 77 13 19 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 692 0 0 0 0 0 96 0 0 32 0 Turn Type Perm NA NA Perm NA Protected Phases 2 4 8 Permitted Phases 2 8 Minimum Split(s) 53.0 53.0 27.0 27.0 27.0 Total Split(s) 53.0 53.0 27.0 27.0 27.0 Total Split(%) 66.3% 66.3% 33.8% 33.8% 33.8% Maximum Green(s) 48.0 48.0 22.5 22.5 22.5 Yellow Time(s) 4.0 4.0 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s) 36.0 36.0 7.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 15.5 15.5 15.5 Pedestrian Calls(#Ihr) 0 0 0 0 0 Act Effct Green(s)48.0 22.5 22.5 Actuated g/C Ratio 0.60 0.28 0.28 v/c Ratio 0.24 0.19 0.09 Control Delay 22.2 8.9 25.0 Queue Delay 0.0 0.0 0.0 Total Delay 22.2 8.9 25.0 LOS C A C Approach Delay 22.2 8.9 25.0 Approach LOS C A C Queue Length 50th(ft) 110 7 14 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Morning Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) m124 31 32 Internal Link Dist(ft) 359 110 539 590 Turn Bay Length(ft) Base Capacity(vph) 2898 500 367 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.24 0.19 0.09 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:80 Offset:0(0%),Referenced to phase 2:EBTL and 6:,Start of Green Natural Cycle:80 Control Type:Pretimed Maximum v/c Ratio:0.24 Intersection Signal Delay:20.8 Intersection LOS:C Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3:Garden Ave N&N 3rd St l402 104 4*08 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Morning Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4'0 1 44 Traffic Volume(vph) 145 435 20 0 0 0 0 535 55 55 410 0 Future Volume(vph) 145 435 20 0 0 0 0 535 55 55 410 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 1.00 1.00 1.00 Frt 0.995 0.987 Flt Protected 0.988 0.950 Satd. Flow(prot) 0 4853 0 0 0 0 0 1767 0 1703 3406 0 Flt Permitted 0.988 0.117 Satd.Flow(perm) 0 4849 0 0 0 0 0 1767 0 210 3406 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 6 8 Link Speed(mph) 30 30 30 30 Link Distance(ft) 297 439 618 671 Travel Time(s) 6.8 10.0 14.0 15.3 Confl. Peds. (#/hr) 2 5 5 2 2 4 4 2 Confl. Bikes(#/hr) 2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles(%) 5% 5% 5% 0% 0% 0% 6% 6% 6% 6% 6% 6% Adj. Flow(vph) 167 500 23 0 0 0 0 615 63 63 471 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 690 0 0 0 0 0 678 0 63 471 0 Turn Type Perm NA NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 6 Minimum Split(s) 27.0 27.0 39.0 14.0 53.0 Total Split(s) 27.0 27.0 39.0 14.0 53.0 Total Split(%) 33.8% 33.8% 48.8% 17.5% 66.3% Maximum Green(s) 21.0 21.0 33.0 10.0 47.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 4.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Walk Time(s) 9.0 9.0 23.0 37.0 Flash Dont Walk(s) 12.0 12.0 10.0 10.0 Pedestrian Calls(#Ihr) 0 0 0 0 Act Effct Green(s)21.0 33.0 49.0 47.0 I Actuated g/C Ratio v/c Ratio 0.26 0.41 0.61 0.59 0.54 0.92 0.20 0.24 Control Delay 27.0 43.3 12.4 6.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 27.0 43.3 12.4 6.3 LOS C D B A 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Morning Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 27.0 43.3 7.0 Approach LOS C D A Queue Length 50th(ft) 107 309 9 38 Queue Length 95th(ft) 138 500 33 51 Internal Link Dist(ft) 217 359 538 591 Turn Bay Length(ft) 100 Base Capacity(vph) 1277 733 315 2001 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.54 0.92 0.20 0.24 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:80 Offset:66(83%),Referenced to phase 1:SBL and 6:SBTL,Start of Green Natural Cycle:80 Control Type: Pretimed Maximum v/c Ratio:0.92 Intersection Signal Delay:27.2 Intersection LOS:C Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period(min) 15 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Park Ave N&N 3rd St 113 l 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Afternoon Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4++ r 4+14. Traffic Volume(vph)0 0 0 300 292 28 21 248 0 0 1123 96 Future Volume(vph) 0 0 0 300 292 28 21 248 0 0 1123 96 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 513 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 1.00 1.00 Frt 0.850 0.988 Flt Protected 0.975 0.996 Satd.Flow(prot) 0 0 0 0 4958 1583 0 3360 0 0 3492 0 Flt Permitted 0.975 0.842 Satd. Flow(perm) 0 0 0 0 4943 1561 0 2841 0 0 3492 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 71 12 Link Speed(mph) 30 30 30 30 Link Distance(ft) 284 438 671 531 Travel Time(s) 6.5 10.0 15.3 12.1 Confl. Peds.(#/hr) 2 6 6 2 5 1 1 5 Confl.Bikes(#/hr) 13 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 0% 0% 0% 2% 2% 2% 7% 7% 7% 2% 2% 2% Adj. Flow(vph) 0 0 0 306 298 29 21 253 0 0 1146 98 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 604 29 0 274 0 0 1244 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 8 1 6 2 Permitted Phases 8 8 6 Minimum Split(s) 35.5 35.5 35.5 13.0 64.5 51.5 Total Split(s)35.5 35.5 35.5 13.0 64.5 51.5 Total Split(%) 35.5% 35.5% 35.5% 13.0% 64.5% 51.5% Maximum Green(s) 30.0 30.0 30.0 9.0 59.0 46.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.5 1.5 1.5 0.0 1.5 1.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time(s)13.0 13.0 13.0 33.5 19.0 Flash Dont Walk(s) 17.0 17.0 17.0 12.0 12.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 30.0 30.0 59.0 46.0 Actuated g/C Ratio 0.30 0.30 0.59 0.46 v/c Ratio 0.41 0.06 0.16 0.77 Control Delay 26.1 1.9 13.3 26.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 26.1 1.9 13.3 26.4 LOS C A B C 5/19/2016 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Afternoon Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 25.0 13.3 26.4 Approach LOS C B C Queue Length 50th(ft) 113 0 42 335 Queue Length 95th(ft) 148 m8 77 422 Internal Link Dist(ft) 204 358 591 451 Turn Bay Length(ft) Base Capacity(vph) 1482 518 1715 1612 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.41 0.06 0.16 0.77 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:61.5(62%), Referenced to phase 1:NBL and 6:NBTL,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.77 Intersection Signal Delay:24.3 Intersection LOS:C Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1:Park Ave N&N 4th St 0i 02 mum t06 • t08 5/19/2016 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Afternoon Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings I -÷ N f ~ k 1\t , \ 1 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations f'++ r ) r Traffic Volume(vph)0 0 0 15 295 33 20 0 0 0 0 325 Future Volume(vph) 0 0 0 15 295 33 20 0 0 0 0 325 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util.Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 1.00 0.99 Frt 0.850 0.865 Flt Protected 0.998 0.950 Satd.Flow(prot) 0 0 0 0 4793 1495 1504 0 0 0 0 1627 Flt Permitted 0.998 0.950 Satd.Flow(perm) 0 0 0 0 4793 1463 1502 0 0 0 0 1605 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 35 571 Link Speed(mph) 30 30 30 30 Link Distance(ft) 438 463 670 527 Travel Time(s) 10.0 10.5 15.2 12.0 Confl. Peds.(#/hr) 2 2 2 2 1 1 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles(%) 0% 0% 0% 8% 8% 8% 20% 20% 20% 1% 1% 1% Adj. Flow(vph) 0 0 0 16 317 35 22 0 0 0 0 349 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 333 35 22 0 0 0 0 349 Turn Type Perm NA Perm Perm Perm Protected Phases 2 Permitted Phases 2 2 8 4 Minimum Split(s) 64.0 64.0 64.0 25.5 25.5 Total Split(s)68.5 68.5 68.5 31.5 31.5 Total Split(%) 68.5% 68.5% 68.5% 31.5% 31.5% Maximum Green(s) 63.5 63.5 63.5 27.0 27.0 Yellow Time(s) 4.0 4.0 4.0 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s)47.0 47.0 47.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.0 14.0 14.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 63.5 63.5 27.0 27.0 Actuated g/C Ratio 0.64 0.64 0.27 0.27 v/c Ratio 0.11 0.04 0.05 0.41 Control Delay 7.3 2.5 21.8 1.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.3 2.5 21.8 1.5 LOS A A C A Approach Delay 6.8 21.8 1.5 Approach LOS A C A Queue Length 50th(ft) 27 0 8 0 Queue Length 95th(ft) 39 11 20 0 5/19/2016 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Afternoon Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist(ft) 358 383 590 447 Turn Bay Length(ft) Base Capacity(vph) 3043 941 405 850 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.11 0.04 0.05 0.41 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 2:WBTL and 6:,Start of Green Natural Cycle:90 Control Type:Pretimed Maximum v/c Ratio:0.41 Intersection Signal Delay:4.7 Intersection LOS:A Intersection Capacity Utilization 84.4% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 2:Garden Ave N&N 4th St r i ez 0 08 5/19/2016 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Afternoon Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 411+ I F1 Traffic Volume(vph) 10 1022 27 0 0 0 0 15 26 12 12 0 Future Volume(vph) 10 1022 27 0 0 0 0 15 26 12 12 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 1.00 Frt 0.996 0.915 Flt Protected 0.976 Satd. Flow(prot) 0 5062 0 0 0 0 0 1610 0 0 1717 0 Flt Permitted 0.892 Satd. Flow(perm) 0 5062 0 0 0 0 0 1610 0 0 1568 0 Right Turn on Red Yes Yess Yes Yes Satd.Flow(RTOR) 9 29 Link Speed(mph) 30 30 30 30 Link Distance(ft) 439 190 467 670 Travel Time(s) 10.0 4.3 10.6 15.2 Confl. Peds.(#/hr) 8 1 1 8 1 1 1 1 Confl.Bikes(#/hr) 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles(%) 2% 2% 2% 0% 0% 0% 7% 7% 7% 8% 8% 8% Adj. Flow(vph) 11 1136 30 0 0 0 0 17 29 13 13 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1177 0 0 0 0 0 46 0 0 26 0 Turn Type Perm NA NA Perm NA Protected Phases 2 4 8 Permitted Phases 2 8 Minimum Split(s) 76.0 76.0 24.0 24.0 24.0 Total Split(s) 76.0 76.0 24.0 24.0 24.0 Total Split(%) 76.0% 76.0% 24.0% 24.0% 24.0% Maximum Green(s) 71.0 71.0 19.5 19.5 19.5 Yellow Time(s) 4.0 4.0 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s) 59.0 59.0 7.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.5 12.5 12.5 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s)71.0 19.5 19.5 Actuated g/C Ratio 0.71 0.20 0.20 v/c Ratio 0.33 0.14 0.09 Control Delay 7.7 18.4 39.7 Queue Delay 0.2 0.0 0.0 Total Delay 7.9 18.4 39.7 LOS A B D Approach Delay 7.9 18.4 39.7 Approach LOS A B D Queue Length 50th(ft) 92 9 16 5/19/2016 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Afternoon Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 143 40 42 Internal Link Dist(ft) 359 110 387 590 Turn Bay Length(ft) Base Capacity(vph) 3596 337 305 Starvation Cap Reductn 1349 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.52 0.14 0.09 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 2:EBTL and 6:,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.33 Intersection Signal Delay:8.9 Intersection LOS:A Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 3: Garden Ave N&N 3rd St 1402 1©4 1 0$ 5/19/2016 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Afternoon Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings I I- k 4\t / 1 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44'T Ti Traffic Volume(vph) 69 662 24 0 0 0 0 201 27 355 1074 0 Future Volume(vph) 69 662 24 0 0 0 0 201 27 355 1074 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 1.00 1.00 1.00 Frt 0.995 0.984 Flt Protected 0.995 0.950 Satd. Flow(prot) 0 4982 0 0 0 0 0 1743 0 1770 3539 0 Flt Permitted 0.995 0.538 Satd.Flow(perm) 0 4979 0 0 0 0 0 1743 0 999 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 5 9 Link Speed(mph) 30 30 30 30 Link Distance(ft) 422 439 474 671 Travel Time(s) 9.6 10.0 10.8 15.3 Confl. Peds.(#/hr) 3 12 12 3 4 5 5 4 Confl.Bikes(#/hr) 13 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles(%) 3% 3% 3% 0% 0% 0% 7% 7% 7% 2% 2% 2% Adj. Flow(vph) 71 682 25 0 0 0 0 207 28 366 1107 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 778 0 0 0 0 0 235 0 366 1107 0 Turn Type Perm NA NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 6 Minimum Split(s) 33.0 33.0 52.0 15.0 67.0 Total Split(s) 33.0 33.0 52.0 15.0 67.0 Total Split(%) 33.0% 33.0% 52.0% 15.0% 67.0% Maximum Green(s) 27.0 27.0 46.0 11.0 61.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust(s)0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 4.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Walk Time(s) 15.0 15.0 23.0 51.0 Flash Dont Walk(s) 12.0 12.0 10.0 10.0 Pedestrian Calls(#/hr) 0 0 0 0 Act Effct Green(s)27.0 46.0 63.0 61.0 Actuated g/C Ratio 0.27 0.46 0.63 0.61 v/c Ratio 0.58 0.29 0.51 0.51 Control Delay 33.4 17.4 5.1 5.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 33.4 17.4 5.1 5.2 LOS C B A A 5/19/2016 3:15 pm Synchro 9 Report Heffron Transportation,Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) Afternoon Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings C ~ k 4 I* i 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 33.4 17.4 5.1 Approach LOS C B A Queue Length 50th(ft) 156 87 26 54 Queue Length 95th(ft) 198 140 m43 73 Internal Link Dist(ft) 342 359 394 591 Turn Bay Length(ft) 100 Base Capacity(vph) 1347 806 714 2158 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.58 0.29 0.51 0.51 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:85(85%),Referenced to phase 1:SBL and 6:SBTL,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.58 Intersection Signal Delay: 15.1 Intersection LOS:B Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4:Park Ave N&N 3rd St P NI) 102 404 1 406 I 5/19/2016 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Afternoon Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4tat4 r 4+1, Traffic Volume(vph)0 0 0 315 305 30 25 260 0 0 1180 100 Future Volume(vph) 0 0 0 315 305 30 25 260 0 0 1180 100 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 513 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 1.00 Frt 0.850 0.988 Flt Protected 0.975 0.996 Satd. Flow(prot) 0 0 0 0 4958 1583 0 3360 0 0 3492 0 Flt Permitted 0.975 0.784 Satd. Flow(perm) 0 0 0 0 4943 1561 0 2645 0 0 3492 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 71 12 Link Speed(mph) 30 30 30 30 Link Distance(ft) 284 438 671 531 Travel Time(s) 6.5 10.0 15.3 12.1 Confl. Peds.(#/hr) 2 6 6 2 5 1 1 5 Confl.Bikes(#/hr) 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 0% 0% 0% 2% 2% 2% 7% 7% 7% 2% 2% 2% Adj.Flow(vph) 0 0 0 321 311 31 26 265 0 0 1204 102 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 632 31 0 291 0 0 1306 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 8 1 6 2 Permitted Phases 8 8 6 Minimum Split(s) 35.5 35.5 35.5 13.0 64.5 51.5 Total Split(s)35.5 35.5 35.5 13.0 64.5 51.5 Total Split(%) 35.5% 35.5% 35.5% 13.0% 64.5% 51.5% Maximum Green(s) 30.0 30.0 30.0 9.0 59.0 46.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.5 1.5 1.5 0.0 1.5 1.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time(s)13.0 13.0 13.0 33.5 19.0 Flash Dont Walk(s) 17.0 17.0 17.0 12.0 12.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 30.0 30.0 59.0 46.0 Actuated g/C Ratio 0.30 0.30 0.59 0.46 v/c Ratio 0.43 0.06 0.18 0.81 Control Delay 26.3 2.0 13.8 28.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 26.3 2.0 13.8 28.0 LOS C A B C 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Afternoon Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 25.2 13.8 28.0 Approach LOS C B C Queue Length 50th(ft) 119 0 46 362 Queue Length 95th(ft) 155 m8 83 455 Internal Link Dist(ft) 204 358 591 451 Turn Bay Length(ft) Base Capacity(vph) 1482 518 1614 1612 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.43 0.06 0.18 0.81 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:61.5(62%),Referenced to phase 1:NBL and 6:NBTL,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.81 Intersection Signal Delay:25.3 Intersection LOS:C Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1:Park Ave N&N 4th St I 6 • 8 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Afternoon Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations of r T r Traffic Volume(vph)0 0 0 15 310 35 20 0 0 0 0 345 Future Volume(vph) 0 0 0 15 310 35 20 0 0 0 0 345 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 1.00 0.99 Frt 0.850 0.865 Flt Protected 0.998 0.950 Satd. Flow(prot) 0 0 0 0 4793 1495 1504 0 0 0 0 1627 Flt Permitted 0.998 0.950 Satd. Flow(perm) 0 0 0 0 4793 1461 1502 0 0 0 0 1605 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 38 552 Link Speed(mph) 30 30 30 30 Link Distance(ft) 438 463 670 527 Travel Time(s) 10.0 10.5 15.2 12.0 Confl. Peds.(#/hr) 2 2 2 2 1 1 1 1 Confl. Bikes(#/hr) 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles(%) 0% 0% 0% 8% 8% 8% 20% 20% 20% 1% 1% 1% Adj.Flow(vph) 0 0 0 16 333 38 22 0 0 0 0 371 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 349 38 22 0 0 0 0 371 Turn Type Perm NA Perm Perm Perm Protected Phases 2 Permitted Phases 2 2 8 4 Minimum Split(s) 64.0 64.0 64.0 25.5 25.5 Total Split(s)68.5 68.5 68.5 31.5 31.5 Total Split(%) 68.5% 68.5% 68.5% 31.5% 31.5% Maximum Green(s) 63.5 63.5 63.5 27.0 27.0 Yellow Time(s) 4.0 4.0 4.0 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s)47.0 47.0 47.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.0 14.0 14.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 63.5 63.5 27.0 27.0 Actuated g/C Ratio 0.64 0.64 0.27 0.27 v/c Ratio 0.11 0.04 0.05 0.44 Control Delay 7.3 2.3 22.4 1.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.3 2.3 22.4 1.7 LOS A A C A Approach Delay 6.8 22.4 1.7 Approach LOS A C A Queue Length 50th(ft) 29 0 8 0 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Afternoon Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings k- 4\t I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 41 11 20 0 Internal Link Dist(ft) 358 383 590 447 Turn Bay Length(ft) Base Capacity(vph) 3043 941 405 836 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.11 0.04 0.05 0.44 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 2:WBTL and 6:,Start of Green Natural Cycle:90 Control Type:Pretimed Maximum v/c Ratio:0.44 Intersection Signal Delay:4.8 Intersection LOS:A Intersection Capacity Utilization 85.6% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 2: Garden Ave N&N 4th St 02 04 08 1.1 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Afternoon Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 411+ 4 Traffic Volume(vph) 10 1075 30 0 0 0 0 15 30 15 15 0 Future Volume(vph) 10 1075 30 0 0 0 0 15 30 15 15 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 1.00 Frt 0.996 0.911 Flt Protected 0.976 Satd.Flow(prot) 0 5062 0 0 0 0 0 1602 0 0 1717 0 Flt Permitted 0.881 Satd. Flow(perm) 0 5062 0 0 0 0 0 1602 0 0 1549 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 10 33 Link Speed(mph) 30 30 30 30 Link Distance(ft) 439 190 467 670 Travel Time(s) 10.0 4.3 10.6 15.2 Confl. Peds.(#/hr) 8 1 1 8 1 1 1 1 Confl.Bikes(#/hr) 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles(%) 2% 2% 2% 0% 0% 0% 7% 7% 7% 8% 8% 8% Adj. Flow(vph) 11 1194 33 0 0 0 0 17 33 17 17 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1238 0 0 0 0 0 50 0 0 34 0 Turn Type Perm NA NA Perm NA Protected Phases 2 4 8 Permitted Phases 2 8 Minimum Split(s) 76.0 76.0 24.0 24.0 24.0 Total Split(s) 76.0 76.0 24.0 24.0 24.0 Total Split(%) 76.0% 76.0% 24.0% 24.0% 24.0% Maximum Green(s) 71.0 71.0 19.5 19.5 19.5 Yellow Time(s) 4.0 4.0 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s)0.0 0.0 0.0 Total Lost Time(s) 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s) 59.0 59.0 7.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.5 12.5 12.5 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s)71.0 19.5 19.5 Actuated g/C Ratio 0.71 0.20 0.20 v/c Ratio 0.34 0.15 0.11 Control Delay 8.2 17.7 38.9 Queue Delay 0.2 0.0 0.0 Total Delay 8.4 17.7 38.9 LOS A B D Approach Delay 8.4 17.7 38.9 Approach LOS A B D Queue Length 50th(ft) 103 9 20 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Afternoon Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 155 41 50 Internal Link Dist(ft) 359 110 387 590 Turn Bay Length(ft) Base Capacity(vph) 3596 338 302 Starvation Cap Reductn 1347 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.55 0.15 0.11 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 2:EBTL and 6:,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.34 Intersection Signal Delay:9.6 Intersection LOS:A Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 3:Garden Ave N&N 3rd St IO2 T04 1'4"08 llllllll 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Afternoon Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings f - PP N c ~ 4k- t , 4 4' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+10 1 Ili 44 Traffic Volume(vph) 70 695 25 0 0 0 0 210 30 375 1130 0 Future Volume(vph) 70 695 25 0 0 0 0 210 30 375 1130 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 1.00 1.00 1.00 Frt 0.995 0.983 Flt Protected 0.996 0.950 Satd.Flow(prot) 0 4987 0 0 0 0 0 1742 0 1770 3539 0 Flt Permitted 0.996 0.526 Satd.Flow(perm) 0 4984 0 0 0 0 0 1742 0 977 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 5 10 Link Speed(mph) 30 30 30 30 Link Distance(ft) 422 439 474 671 Travel Time(s) 9.6 10.0 10.8 15.3 Confl. Peds.(#/hr) 3 12 12 3 4 5 5 4 Confl.Bikes(#/hr) 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles(%) 3% 3% 3% 0% 0% 0% 7% 7% 7% 2% 2% 2% Adj. Flow(vph) 72 716 26 0 0 0 0 216 31 387 1165 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 814 0 0 0 0 0 247 0 387 1165 0 Turn Type Perm NA NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 6 Minimum Split(s) 33.0 33.0 52.0 15.0 67.0 Total Split(s) 33.0 33.0 52.0 15.0 67.0 Total Split(%) 33.0% 33.0% 52.0% 15.0% 67.0% Maximum Green(s) 27.0 27.0 46.0 11.0 61.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust(s)0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 4.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Walk Time(s) 15.0 15.0 23.0 51.0 Flash Dont Walk(s) 12.0 12.0 10.0 10.0 Pedestrian Calls(#/hr) 0 0 0 0 Act Effct Green(s)27.0 46.0 63.0 61.0 Actuated g/C Ratio 0.27 0.46 0.63 0.61 v/c Ratio 0.60 0.31 0.55 0.54 Control Delay 33.9 17.5 5.5 5.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 33.9 17.5 5.5 5.4 LOS C B A A 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - Afternoon Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings c 4 4\t 47 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 33.9 17.5 5.4 Approach LOS C B A Queue Length 50th(ft) 164 92 29 59 Queue Length 95th(ft) 208 148 m45 77 Internal Link Dist(ft) 342 359 394 591 Turn Bay Length(ft) 100 Base Capacity(vph) 1349 806 702 2158 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.60 0.31 0.55 0.54 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:85(85%), Referenced to phase 1:SBL and 6:SBTL,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.60 Intersection Signal Delay: 15.4 Intersection LOS:B Intersection Capacity Utilization 84.1% ICU Level of Service E Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4:Park Ave N&N 3rd St 101 102 44 06 • 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) PM Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4++ r 4+1 Traffic Volume(vph)0 0 0 267 242 23 24 245 0 0 1151 95 Future Volume(vph) 0 0 0 267 242 23 24 245 0 0 1151 95 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 513 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 1.00 1.00 Frt 0.850 0.989 Flt Protected 0.974 0.996 Satd.Flow(prot) 0 0 0 0 5002 1599 0 3299 0 0 3462 0 Flt Permitted 0.974 0.807 Satd. Flow(perm) 0 0 0 0 4992 1575 0 2673 0 0 3462 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 71 11 Link Speed(mph) 30 30 30 30 Link Distance(ft) 284 438 671 531 Travel Time(s) 6.5 10.0 15.3 12.1 Confl.Peds.(#/hr) 3 4 4 3 6 2 2 6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 0% 0% 0% 1% 1% 1% 9% 9% 9% 3% 3% 3% Adj. Flow(vph) 0 0 0 272 247 23 24 250 0 0 1174 97 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 519 23 0 274 0 0 1271 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 8 1 6 2 Permitted Phases 8 8 6 Minimum Split(s) 35.5 35.5 35.5 13.0 64.5 51.5 Total Split(s)35.5 35.5 35.5 13.0 64.5 51.5 Total Split(%) 35.5% 35.5% 35.5% 13.0% 64.5% 51.5% Maximum Green(s) 30.0 30.0 30.0 9.0 59.0 46.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.5 1.5 1.5 0.0 1.5 1.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time(s)13.0 13.0 13.0 33.5 19.0 Flash Dont Walk(s) 17.0 17.0 17.0 12.0 12.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 30.0 30.0 59.0 46.0 Actuated g/C Ratio 0.30 0.30 0.59 0.46 v/c Ratio 0.35 0.04 0.17 0.80 Control Delay 25.4 1.5 13.9 27.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 25.4 1.5 13.9 27.4 LOS C A B C Approach Delay 24.4 13.9 27.4 5/19/2016 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) PM Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C B C Queue Length 50th(ft) 95 0 44 348 Queue Length 95th(ft) 127 m0 79 440 Internal Link Dist(ft) 204 358 591 451 Turn Bay Length(ft) Base Capacity(vph) 1497 522 1624 1598 Starvation Cap Reductn 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.35 0.04 0.17 0.80 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:61.5(62%), Referenced to phase 1:NBL and 6:NBTL,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.80 Intersection Signal Delay:24.8 Intersection LOS:C Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: Jr Park Ave N&N 4th St r ai t 02 4- 06 08 1.111111111=1111111111111..1:::: 5/19/2016 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) PM Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings I - N c 4- k 11 t , No. ,1 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations o+ r 1 r Traffic Volume(vph)0 0 0 8 262 30 15 0 0 0 0 319 Future Volume(vph) 0 0 0 8 262 30 15 0 0 0 0 319 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 1.00 0.99 Frt 0.850 0.865 Flt Protected 0.998 0.950 Satd. Flow(prot) 0 0 0 0 4622 1442 1421 0 0 0 0 1644 Flt Permitted 0.998 0.950 Satd. Flow(perm) 0 0 0 0 4622 1411 1419 0 0 0 0 1621 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 32 613 Link Speed(mph) 30 30 30 30 Link Distance(ft) 438 463 670 527 Travel Time(s) 10.0 10.5 15.2 12.0 Confl. Peds.(#/hr) 2 2 2 2 1 1 1 1 Confl.Bikes(#/hr) 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles(%) 0% 0% 0% 12% 12% 12% 27% 27% 27% 0% 0% 0% Adj. Flow(vph) 0 0 0 9 282 32 16 0 0 0 0 343 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 291 32 16 0 0 0 0 343 Turn Type Perm NA Perm Perm Perm Protected Phases 2 Permitted Phases 2 2 8 4 Minimum Split(s) 64.0 64.0 64.0 25.5 25.5 Total Split(s)68.5 68.5 68.5 31.5 31.5 Total Split(%) 68.5% 68.5% 68.5% 31.5% 31.5% Maximum Green(s) 63.5 63.5 63.5 27.0 27.0 Yellow Time(s) 4.0 4.0 4.0 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s)47.0 47.0 47.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.0 14.0 14.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 63.5 63.5 27.0 27.0 Actuated g/C Ratio 0.64 0.64 0.27 0.27 v/c Ratio 0.10 0.04 0.04 0.39 Control Delay 7.2 2.5 20.6 1.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.2 2.5 20.6 1.3 LOS A A C A Approach Delay 6.8 20.6 1.3 Approach LOS A C A Queue Length 50th(ft) 24 0 6 0 5/19/2016 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) PM Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 35 10 m14 0 Internal Link Dist(ft) 358 383 590 447 Turn Bay Length(ft) Base Capacity(vph) 2934 907 383 885 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.10 0.04 0.04 0.39 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 2:WBTL and 6:, Start of Green Natural Cycle:90 Control Type: Pretimed Maximum v/c Ratio:0.39 Intersection Signal Delay:4.3 Intersection LOS:A Intersection Capacity Utilization 84.0% ICU Level of Service E Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2:Garden Ave N&N 4th St 02 04 4\ 08 5/19/2016 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) PM Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41'f1+ 1, a' Traffic Volume(vph)6 1198 32 0 0 0 0 15 23 24 8 0 Future Volume(vph) 6 1198 32 0 0 0 0 15 23 24 8 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util.Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 1.00 Frt 0.996 0.919 Flt Protected 0.964 Satd.Flow(prot) 0 5062 0 0 0 0 0 1729 0 0 1728 0 Flt Permitted 0.820 Satd. Flow(perm) 0 5062 0 0 0 0 0 1729 0 0 1465 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 10 24 Link Speed(mph) 30 30 30 30 Link Distance(ft) 439 190 467 670 Travel Time(s) 10.0 4.3 10.6 15.2 Confl. Peds.(#/hr) 9 2 2 9 2 3 3 2 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(%) 2% 2% 2% 0% 0% 0% 0% 0% 0% 6% 6% 6% Adj. Flow(vph) 6 1261 34 0 0 0 0 16 24 25 8 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1301 0 0 0 0 0 40 0 0 33 0 Turn Type Perm NA NA Perm NA Protected Phases 2 4 8 Permitted Phases 2 8 Minimum Split(s) 76.0 76.0 24.0 24.0 24.0 Total Split(s) 76.0 76.0 24.0 24.0 24.0 Total Split(%) 76.0% 76.0% 24.0% 24.0% 24.0% Maximum Green(s) 71.0 71.0 19.5 19.5 19.5 Yellow Time(s) 4.0 4.0 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s)0.0 0.0 0.0 Total Lost Time(s) 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s) 59.0 59.0 7.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.5 12.5 12.5 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s)71.0 19.5 19.5 Actuated g/C Ratio 0.71 0.20 0.20 v/c Ratio 0.36 0.11 0.12 Control Delay 10.4 19.3 37.3 Queue Delay 0.2 0.0 0.0 Total Delay 10.7 19.3 37.3 LOS B B D Approach Delay 10.7 19.3 37.3 Approach LOS B B D Queue Length 50th(ft) 130 8 19 Queue Length 95th(ft) 183 37 47 5/19/2016 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) PM Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings 44 k- 4\f , \* 4 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist(ft) 359 110 387 590 Turn Bay Length(ft) Base Capacity(vph) 3596 356 285 Starvation Cap Reductn 1344 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.58 0.11 0.12 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 2:EBTL and 6:,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.36 Intersection Signal Delay: 11.6 Intersection LOS:B Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 3:Garden Ave N&N 3rd St IO2 1©4 4'08 5/19/2016 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) PM Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44'1* T 4' Traffic Volume(vph) 70 837 19 0 0 0 0 202 43 345 1063 0 Future Volume(vph) 70 837 19 0 0 0 0 202 43 345 1063 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 1.00 1.00 0.99 Frt 0.997 0.976 Flt Protected 0.996 0.950 Satd.Flow(prot) 0 5048 0 0 0 0 0 1679 0 1770 3539 0 Flt Permitted 0.996 0.523 Satd.Flow(perm) 0 5045 0 0 0 0 0 1679 0 968 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 3 14 Link Speed(mph) 30 30 30 30 Link Distance(ft) 422 439 474 671 Travel Time(s) 9.6 10.0 10.8 15.3 Confl. Peds.(#/hr) 3 9 9 3 10 11 11 10 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 2% 2% 2% 0% 0% 0% 10% 10% 10% 2% 2% 2% Adj. Flow(vph) 71 854 19 0 0 0 0 206 44 352 1085 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 944 0 0 0 0 0 250 0 352 1085 0 Turn Type Perm NA NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 6 Minimum Split(s) 33.0 33.0 52.0 15.0 67.0 Total Split(s) 33.0 33.0 52.0 15.0 67.0 Total Split(%) 33.0% 33.0% 52.0% 15.0% 67.0% Maximum Green(s) 27.0 27.0 46.0 11.0 61.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust(s)0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 4.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Walk Time(s) 15.0 15.0 23.0 51.0 Flash Dont Walk(s) 12.0 12.0 10.0 10.0 Pedestrian Calls(#/hr) 0 0 0 0 Act Effct Green(s)27.0 46.0 63.0 61.0 Actuated g/C Ratio 0.27 0.46 0.63 0.61 v/c Ratio 0.69 0.32 0.50 0.50 Control Delay 35.8 17.5 4.1 4.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 35.8 17.5 4.1 4.0 LOS D B A A Approach Delay 35.8 17.5 4.0 5/19/2016 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Existing (2016) PM Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings 4\T I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS D B A Queue Length 50th(ft) 197 92 17 42 Queue Length 95th(ft) 245 149 m31 58 Internal Link Dist(ft) 342 359 394 591 Turn Bay Length(ft) 100 Base Capacity(vph) 1364 779 698 2158 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.69 0.32 0.50 0.50 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:85(85%),Referenced to phase 1:SBL and 6:SBTL,Start of Green Natural Cycle: 100 Control Type:Pretimed Maximum v/c Ratio:0.69 Intersection Signal Delay: 16.7 Intersection LOS:B Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4:Park Ave N&N 3rd St I 01 T02 04 406 • llllllllll 5/19/2016 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - PM Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 414 r 4+1, Traffic Volume(vph)0 0 0 280 255 25 25 255 0 0 1210 100 Future Volume(vph) 0 0 0 280 255 25 25 255 0 0 1210 100 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 513 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 1.00 Frt 0.850 0.989 Flt Protected 0.974 0.995 Satd. Flow(prot) 0 0 0 0 5002 1599 0 3295 0 0 3462 0 Flt Permitted 0.974 0.775 Satd.Flow(perm) 0 0 0 0 4992 1575 0 2567 0 0 3462 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 71 11 Link Speed(mph) 30 30 30 30 Link Distance(ft) 284 438 671 531 Travel Time(s) 6.5 10.0 15.3 12.1 Confl. Peds.(#/hr) 3 4 4 3 6 2 2 6 Confl. Bikes(#Ihr) 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 0% 0% 0% 1% 1% 1% 9% 9% 9% 3% 3% 3% Adj.Flow(vph) 0 0 0 286 260 26 26 260 0 0 1235 102 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 546 26 0 286 0 0 1337 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 8 1 6 2 Permitted Phases 8 8 6 Minimum Split(s) 35.5 35.5 35.5 13.0 64.5 51.5 Total Split(s)35.5 35.5 35.5 13.0 64.5 51.5 Total Split(%) 35.5% 35.5% 35.5% 13.0% 64.5% 51.5% Maximum Green(s) 30.0 30.0 30.0 9.0 59.0 46.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.5 1.5 1.5 0.0 1.5 1.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time(s)13.0 13.0 13.0 33.5 19.0 Flash Dont Walk(s) 17.0 17.0 17.0 12.0 12.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 30.0 30.0 59.0 46.0 Actuated g/C Ratio 0.30 0.30 0.59 0.46 v/c Ratio 0.36 0.05 0.18 0.84 Control Delay 25.6 1.7 14.1 29.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 25.6 1.7 14.1 29.4 LOS C A B C 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - PM Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 24.5 14.1 29.4 Approach LOS C B C Queue Length 50th(ft) 100 0 47 378 Queue Length 95th(ft) 133 m0 m82 476 Internal Link Dist(ft) 204 358 591 451 Turn Bay Length(ft) Base Capacity(vph) 1497 522 1569 1598 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.36 0.05 0.18 0.84 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:61.5(62%),Referenced to phase 1:NBL and 6:NBTL,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.84 Intersection Signal Delay:26.1 Intersection LOS:C Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1:Park Ave N&N 4th St 4 01 02 106 • I 08 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - PM Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings I C k. 4\t , 4 4' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4++ r vi r Traffic Volume(vph)0 0 0 10 275 30 15 0 0 0 0 335 Future Volume(vph) 0 0 0 10 275 30 15 0 0 0 0 335 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util.Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 1.00 0.99 Frt 0.850 0.865 Flt Protected 0.998 0.950 Satd.Flow(prot) 0 0 0 0 4622 1442 1421 0 0 0 0 1644 Flt Permitted 0.998 0.950 Satd. Flow(perm) 0 0 0 0 4622 1409 1419 0 0 0 0 1621 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 32 596 Link Speed(mph) 30 30 30 30 Link Distance(ft) 438 463 670 527 Travel Time(s) 10.0 10.5 15.2 12.0 Confl. Peds.(#/hr) 2 2 2 2 1 1 1 1 Confl. Bikes(#/hr) 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles(%) 0% 0% 0% 12% 12% 12% 27% 27% 27% 0% 0% 0% Adj. Flow(vph) 0 0 0 11 296 32 16 0 0 0 0 360 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 307 32 16 0 0 0 0 360 Turn Type Perm NA Perm Perm Perm Protected Phases 2 Permitted Phases 2 2 8 4 Minimum Split(s) 64.0 64.0 64.0 25.5 25.5 Total Split(s)68.5 68.5 68.5 31.5 31.5 Total Split(%) 68.5% 68.5% 68.5% 31.5% 31.5% Maximum Green(s) 63.5 63.5 63.5 27.0 27.0 Yellow Time(s) 4.0 4.0 4.0 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s)47.0 47.0 47.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.0 14.0 14.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 63.5 63.5 27.0 27.0 Actuated g/C Ratio 0.64 0.64 0.27 0.27 v/c Ratio 0.10 0.04 0.04 0.41 Control Delay 7.2 2.5 22.2 1.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.2 2.5 22.2 1.4 LOS A A C A Approach Delay 6.8 22.2 1.4 Approach LOS A C A Queue Length 50th(ft) 25 0 6 0 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation,Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - PM Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings 4 I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 36 10 m16 0 Internal Link Dist(ft) 358 383 590 447 Turn Bay Length(ft) Base Capacity(vph) 2934 906 383 872 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.10 0.04 0.04 0.41 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%),Referenced to phase 2:WBTL and 6:,Start of Green Natural Cycle:90 Control Type:Pretimed Maximum v/c Ratio:0.41 Intersection Signal Delay:4.4 Intersection LOS:A Intersection Capacity Utilization 85.0% ICU Level of Service E Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2:Garden Ave N&N 4th St 102 04 08 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - PM Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings INI, c 4 T ,4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+1.* T4. a' Traffic Volume(vph) 10 1260 35 0 0 0 0 15 25 25 10 0 Future Volume(vph) 10 1260 35 0 0 0 0 15 25 25 10 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util.Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 1.00 Frt 0.996 0.916 Flt Protected 0.966 Satd. Flow(prot) 0 5062 0 0 0 0 0 1721 0 0 1732 0 Flt Permitted 0.827 Satd. Flow(perm) 0 5062 0 0 0 0 0 1721 0 0 1478 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 10 26 Link Speed(mph) 30 30 30 30 Link Distance(ft) 439 190 467 670 Travel Time(s) 10.0 4.3 10.6 15.2 Confl. Peds.(#/hr) 9 2 2 9 2 3 3 2 Confl.Bikes(#/hr) 1 1 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(%) 2% 2% 2% 0% 0% 0% 0% 0% 0% 6% 6% 6% Adj. Flow(vph) 11 1326 37 0 0 0 0 16 26 26 11 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1374 0 0 0 0 0 42 0 0 37 0 Turn Type Perm NA NA Perm NA Protected Phases 2 4 8 Permitted Phases 2 8 Minimum Split(s) 76.0 76.0 24.0 24.0 24.0 Total Split(s) 76.0 76.0 24.0 24.0 24.0 Total Split(%) 76.0% 76.0% 24.0% 24.0% 24.0% Maximum Green(s) 71.0 71.0 19.5 19.5 19.5 Yellow Time(s) 4.0 4.0 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s)0.0 0.0 0.0 Total Lost Time(s) 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s) 59.0 59.0 7.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.5 12.5 12.5 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s)71.0 19.5 19.5 Actuated g/C Ratio 0.71 0.20 0.20 v/c Ratio 0.38 0.12 0.13 Control Delay 11.1 18.7 37.7 Queue Delay 0.3 0.0 0.0 Total Delay 11.3 18.7 37.7 LOS B B D Approach Delay 11.3 18.7 37.7 Approach LOS B B D Queue Length 50th(ft) 146 8 21 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - PM Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 200 37 51 Internal Link Dist(ft) 359 110 387 590 Turn Bay Length(ft) Base Capacity(vph) 3596 356 288 Starvation Cap Reductn 1342 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.61 0.12 0.13 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 2:EBTL and 6:,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.38 Intersection Signal Delay: 12.2 Intersection LOS:B Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 3:Garden Ave N&N 3rd St I ©2 1 04 08 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - PM Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+T+ Ti. 4' Traffic Volume(vph) 75 880 20 0 0 0 0 210 45 360 1115 0 Future Volume(vph) 75 880 20 0 0 0 0 210 45 360 1115 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 1.00 1.00 0.99 Frt 0.997 0.976 Flt Protected 0.996 0.950 Satd. Flow(prot) 0 5048 0 0 0 0 0 1679 0 1770 3539 0 Flt Permitted 0.996 0.513 Satd.Flow(perm) 0 5045 0 0 0 0 0 1679 0 950 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 3 14 Link Speed(mph) 30 30 30 30 Link Distance(ft) 422 439 474 671 Travel Time(s) 9.6 10.0 10.8 15.3 Confl. Peds.(#/hr) 3 9 9 3 10 11 11 10 Confl. Bikes(#Ihr) 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 2% 2% 2% 0% 0% 0% 10% 10% 10% 2% 2% 2% Adj. Flow(vph) 77 898 20 0 0 0 0 214 46 367 1138 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 995 0 0 0 0 0 260 0 367 1138 0 Turn Type Perm NA NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 6 Minimum Split(s) 33.0 33.0 52.0 15.0 67.0 Total Split(s) 33.0 33.0 52.0 15.0 67.0 Total Split(%) 33.0% 33.0% 52.0% 15.0% 67.0% Maximum Green(s) 27.0 27.0 46.0 11.0 61.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust(s)0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 4.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Walk Time(s) 15.0 15.0 23.0 51.0 Flash Dont Walk(s) 12.0 12.0 10.0 10.0 Pedestrian Calls(#/hr) 0 0 0 0 Act Effct Green(s)27.0 46.0 63.0 61.0 Actuated g/C Ratio 0.27 0.46 0.63 0.61 v/c Ratio 0.73 0.33 0.53 0.53 Control Delay 36.8 17.7 4.3 4.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 36.8 17.7 4.3 4.2 LOS D B A A 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 Without-Project - PM Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 36.8 17.7 4.3 Approach LOS D B A Queue Length 50th(ft) 210 96 19 45 Queue Length 95th(ft) 260 155 m32 62 Internal Link Dist(ft) 342 359 394 591 Turn Bay Length(ft) 100 Base Capacity(vph) 1364 779 688 2158 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.73 0.33 0.53 0.53 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:85(85%), Referenced to phase 1:SBL and 6:SBTL,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.73 Intersection Signal Delay: 17.3 Intersection LOS:B Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4:Park Ave N&N 3rd St I 01 T024 06 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Morning Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4i44 r 4+1, Traffic Volume(vph)0 0 0 216 227 52 10 650 0 0 365 50 Future Volume(vph) 0 0 0 216 227 52 10 650 0 0 365 50 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 513 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.96 1.00 1.00 Frt 0.850 0.982 Flt Protected 0.976 0.999 Satd. Flow(prot) 0 0 0 0 4868 1553 0 3468 0 0 3332 0 Flt Permitted 0.976 0.950 Satd. Flow(perm) 0 0 0 0 4810 1497 0 3297 0 0 3332 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 89 23 Link Speed(mph) 30 30 30 30 Link Distance(ft) 232 123 671 503 Travel Time(s) 5.3 2.8 15.3 11.4 Confl. Peds.(#/hr)25 25 25 25 25 25 25 25 Confl.Bikes(#/hr) 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles(%) 0% 0% 0% 4% 4% 4% 4% 4% 4% 6% 6% 6% Adj.Flow(vph) 0 0 0 240 252 58 11 722 0 0 406 56 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 492 58 0 733 0 0 462 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 8 1 6 2 Permitted Phases 8 8 6 Minimum Split(s) 30.0 30.0 30.0 12.0 50.0 38.0 Total Split(s)30.0 30.0 30.0 12.0 50.0 38.0 Total Split(%) 37.5% 37.5% 37.5% 15.0% 62.5% 47.5% Maximum Green(s) 24.5 24.5 24.5 8.0 44.5 32.5 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.5 1.5 1.5 0.0 1.5 1.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time(s) 7.5 7.5 7.5 32.5 19.0 Flash Dont Walk(s) 17.0 17.0 17.0 12.0 12.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 24.5 24.5 44.5 32.5 Actuated g/C Ratio 0.31 0.31 0.56 0.41 v/c Ratio 0.33 0.11 0.40 0.34 Control Delay 22.8 4.1 16.9 16.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 22.8 4.1 16.9 16.3 LOS C A B B 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation,Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Morning Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 20.9 16.9 16.3 Approach LOS C B B Queue Length 50th(ft) 74 1 145 76 Queue Length 95th(ft) 103 18 m167 112 Internal Link Dist(ft) 152 43 591 423 Turn Bay Length(ft) Base Capacity(vph) 1473 520 1847 1367 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.33 0.11 0.40 0.34 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:80 Offset:62.5(78%), Referenced to phase 1:NBL and 6:NBTL,Start of Green Natural Cycle:80 Control Type:Pretimed Maximum v/c Ratio:0.40 Intersection Signal Delay: 18.0 Intersection LOS:B Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Park Ave N&N 4th St I ©1 1 ©2 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Morning Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 444 r ) r Traffic Volume(vph)0 0 0 30 396 140 125 0 0 0 0 44 Future Volume(vph) 0 0 0 30 396 140 125 0 0 0 0 44 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util.Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.98 0.97 Frt 0.850 0.865 Flt Protected 0.997 0.950 Satd.Flow(prot) 0 0 0 0 4659 1455 1703 0 0 0 0 1580 Flt Permitted 0.997 0.950 Satd.Flow(perm) 0 0 0 0 4655 1405 1674 0 0 0 0 1535 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 169 339 Link Speed(mph) 30 30 30 30 Link Distance(ft) 261 463 670 494 Travel Time(s) 5.9 10.5 15.2 11.2 Confl. Peds.(#/hr) 15 15 15 15 15 15 15 15 Confl.Bikes(#Ihr) 2 Peak Hour Factor 0.83 0.25 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles(%) 0% 0% 0% 11% 11% 11% 6% 6% 6% 4% 4% 4% Adj.Flow(vph) 0 0 0 36 477 169 151 0 0 0 0 53 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 513 169 151 0 0 0 0 53 Turn Type Perm NA Perm Perm Perm Protected Phases 2 Permitted Phases 2 2 8 4 Minimum Split(s) 50.0 50.0 50.0 25.5 25.5 Total Split(s)50.0 50.0 50.0 30.0 30.0 Total Split(%) 62.5% 62.5% 62.5% 37.5% 37.5% Maximum Green(s) 45.0 45.0 45.0 25.5 25.5 Yellow Time(s) 4.0 4.0 4.0 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s)33.0 33.0 33.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.0 14.0 14.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 45.0 45.0 25.5 25.5 Actuated g/C Ratio 0.56 0.56 0.32 0.32 v/c Ratio 0.20 0.20 0.28 0.07 Control Delay 8.8 2.0 22.2 0.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 8.8 2.0 22.2 0.2 LOS A A C A Approach Delay 7.2 22.2 0.2 Approach LOS A C A Queue Length 50th(ft) 42 0 51 0 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Morning Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 54 19 88 0 Internal Link Dist(ft) 181 383 590 414 Turn Bay Length(ft) Base Capacity(vph) 2618 864 533 720 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.20 0.20 0.28 0.07 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:80 Offset:0(0%), Referenced to phase 2:WBTL and 6:,Start of Green Natural Cycle:80 Control Type: Pretimed Maximum v/c Ratio:0.28 Intersection Signal Delay:9.3 Intersection LOS:A Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 2:Garden Ave N&N 4th St 1 02 04 08 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Morning Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+1. 1 4 Traffic Volume(vph) 56 606 14 0 0 0 0 69 63 25 15 0 Future Volume(vph) 56 606 14 0 0 0 0 69 63 25 15 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util.Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.99 Frt 0.997 0.935 Flt Protected 0.996 0.970 Satd. Flow(prot) 0 4855 0 0 0 0 0 1645 0 0 1166 0 Flt Permitted 0.996 0.798 Satd.Flow(perm) 0 4847 0 0 0 0 0 1645 0 0 947 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 7 58 Link Speed(mph) 30 30 30 30 Link Distance(ft) 147 190 467 670 Travel Time(s) 3.3 4.3 10.6 15.2 Confl. Peds.(#/hr) 25 25 25 25 25 25 25 25 Confl.Bikes(#/hr) 1 1 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Heavy Vehicles(%) 6% 6% 6% 0% 0% 0% 6% 6% 6% 58% 58% 58% Adj.Flow(vph) 72 777 18 0 0 0 0 88 81 32 19 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 867 0 0 0 0 0 169 0 0 51 0 Turn Type Perm NA NA Perm NA Protected Phases 2 4 8 Permitted Phases 2 8 Minimum Split(s) 53.0 53.0 27.0 27.0 27.0 Total Split(s) 53.0 53.0 27.0 27.0 27.0 Total Split(%) 66.3% 66.3% 33.8% 33.8% 33.8% Maximum Green(s) 48.0 48.0 22.5 22.5 22.5 Yellow Time(s) 4.0 4.0 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s)0.0 0.0 0.0 Total Lost Time(s) 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s) 36.0 36.0 7.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 15.5 15.5 15.5 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s)48.0 22.5 22.5 Actuated g/C Ratio 0.60 0.28 0.28 v/c Ratio 0.30 0.34 0.19 Control Delay 20.5 17.0 27.8 Queue Delay 0.0 0.0 0.0 Total Delay 20.5 17.0 27.8 LOS C B C Approach Delay 20.5 17.0 27.8 Approach LOS C B C Queue Length 50th(ft) 137 43 23 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation,Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Morning Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) m153 75 49 Internal Link Dist(ft)67 110 387 590 Turn Bay Length(ft) Base Capacity(vph) 2911 504 266 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.30 0.34 0.19 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:80 Offset:0(0%), Referenced to phase 2:EBTL and 6:,Start of Green Natural Cycle:80 Control Type: Pretimed Maximum v/c Ratio:0.34 Intersection Signal Delay:20.3 Intersection LOS:C Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3:Garden Ave N&N 3rd St 402 - t04 1' 08 llllllllll 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Morning Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings fNI, r k- 4\t , \* 4 4' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+1+ T li ft Traffic Volume(vph) 145 480 20 0 0 0 0 535 61 147 449 0 Future Volume(vph) 145 480 20 0 0 0 0 535 61 147 449 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 0.99 1.00 1.00 Frt 0.995 0.986 Flt Protected 0.989 0.950 Satd.Flow(prot) 0 4855 0 0 0 0 0 1762 0 1703 3406 0 Flt Permitted 0.989 0.111 Satd. Flow(perm) 0 4803 0 0 0 0 0 1762 0 198 3406 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 6 9 Link Speed(mph) 30 30 30 30 Link Distance(ft) 258 292 474 671 Travel Time(s) 5.9 6.6 10.8 15.3 Confl. Peds.(#/hr)25 25 25 25 25 25 25 25 Confl.Bikes(#/hr) 2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles(%) 5% 5% 5% 0% 0% 0% 6% 6% 6% 6% 6% 6% Adj.Flow(vph) 167 552 23 0 0 0 0 615 70 169 516 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 742 0 0 0 0 0 685 0 169 516 0 Turn Type Perm NA NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 6 Minimum Split(s) 27.0 27.0 39.0 14.0 53.0 Total Split(s) 27.0 27.0 39.0 14.0 53.0 Total Split(%) 33.8% 33.8% 48.8% 17.5% 66.3% Maximum Green(s) 21.0 21.0 33.0 10.0 47.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust(s)0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 4.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Walk Time(s) 9.0 9.0 23.0 37.0 Flash Dont Walk(s) 12.0 12.0 10.0 10.0 Pedestrian Calls(#/hr) 0 0 0 0 Act Effct Green(s)21.0 33.0 49.0 47.0 Actuated g/C Ratio 0.26 0.41 0.61 0.59 v/c Ratio 0.59 0.94 0.55 0.26 Control Delay 27.7 45.0 26.9 8.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 27.7 45.0 26.9 8.5 LOS C D C A 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Morning Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 27.7 45.0 13.0 Approach LOS C D B Queue Length 50th(ft) 117 315 55 64 Queue Length 95th(ft) 149 508 112 84 Internal Link Dist(ft) 178 212 394 591 Turn Bay Length(ft) 100 Base Capacity(vph) 1265 732 309 2001 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.59 0.94 0.55 0.26 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:80 Offset:66(83%),Referenced to phase 1:SBL and 6:SBTL,Start of Green Natural Cycle:80 Control Type: Pretimed Maximum v/c Ratio:0.94 Intersection Signal Delay:28.6 Intersection LOS:C Intersection Capacity Utilization 71.1% ICU Level of Service C Analysis Period(min) 15 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4:Park Ave N&N 3rd St 1 2 11'©6 • 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Morning Peak Hour 5: N. Exit Driveway & N 4th St HCM Unsignalized Intersection Capacity Analysis f ~ 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations till Traffic Volume(veh/h) 0 0 0 368 149 0 Future Volume(Veh/h) 0 0 0 368 149 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.83 0.83 0.83 0.83 0.40 0.40 Hourly flow rate(vph) 0 0 0 443 373 0 Pedestrians 10 Lane Width(ft) 12.0 Walking Speed(ft/s) 4.0 Percent Blockage 1 Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 123 315 pX, platoon unblocked vC,conflicting volume 10 121 10 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 10 121 10 tC,single(s) 4.3 6.8 6.9 tC,2 stage(s) tF(s)2.3 3.5 3.3 p0 queue free% 100 57 100 cM capacity(veh/h)1545 861 1066 Direction,Lane# WB 1 WB 2 WB 3 WB 4 NB 1 Volume Total 111 111 111 111 373 Volume Left 0 0 0 0 373 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 861 Volume to Capacity 0.07 0.07 0.07 0.07 0.43 Queue Length 95th(ft) 0 0 0 0 55 Control Delay(s) 0.0 0.0 0.0 0.0 12.3 Lane LOS B Approach Delay(s) 0.0 12.3 Approach LOS B Intersection Summary Average Delay 5.6 Intersection Capacity Utilization 20.3% ICU Level of Service A Analysis Period(min) 15 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Morning Peak Hour 7: N 3rd St & S. Driveway HCM 2010 TWSC Intersection Int Delay,s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations lift 1/ Traffic Vol,veh/h 23 665 0 0 16 0 Future Vol,veh/h 23 665 0 0 16 0 Conflicting Peds,#/hr 10 0 0 10 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length 0 Veh in Median Storage,# 0 1081229312 - 0 Grade, % 0 0 - 0 Peak Hour Factor 87 87 92 92 40 40 Heavy Vehicles,% 5 5 2 2 0 0 Mvmt Flow 26 764 0 0 40 0 Major/Minor Majorl Minor2 Conflicting Flow All 10 0 369 Stage 1 10 Stage 2 359 Critical Hdwy 5.4 - 5.7 Critical Hdwy Stg 1 Critical Hdwy Stg 2 6 Follow-up Hdwy 3.15 - 3.8 Pot Cap-1 Maneuver 1131 - 638 0 Stage 1 0 Stage 2 626 0 Platoon blocked,% Mov Cap-1 Maneuver 1131 - 602 Mov Cap-2 Maneuver 602 Stage 1 Stage 2 596 Approach EB SB HCM Control Delay,s 0.4 11.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity(veh/h) 1131 - 602 HCM Lane V/C Ratio 0.023 - 0.066 HCM Control Delay(s) 8.3 0.1 11.4 HCM Lane LOS A A B HCM 95th%tile Q(veh) 0.1 - 0.2 5/19/2018 8:15 am Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Afternoon Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 444 r 41,41+ Traffic Volume(vph)0 0 0 403 332 37 25 260 0 0 1180 100 Future Volume(vph) 0 0 0 403 332 37 25 260 0 0 1180 100 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 513 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.96 1.00 Frt 0.850 0.988 Flt Protected 0.973 0.996 Satd.Flow(prot) 0 0 0 0 4948 1583 0 3360 0 0 3487 0 Flt Permitted 0.973 0.784 Satd. Flow(perm) 0 0 0 0 4880 1526 0 2645 0 0 3487 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 71 12 Link Speed(mph) 30 30 30 30 Link Distance(ft) 232 123 671 503 Travel Time(s) 5.3 2.8 15.3 11.4 Confl. Peds.(#/hr)25 25 25 25 25 25 25 25 Confl. Bikes(#/hr) 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 0% 0% 0% 2% 2% 2% 7% 7% 7% 2% 2% 2% Adj. Flow(vph) 0 0 0 411 339 38 26 265 0 0 1204 102 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 750 38 0 291 0 0 1306 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 8 1 6 2 Permitted Phases 8 8 6 Minimum Split(s) 35.5 35.5 35.5 13.0 64.5 51.5 Total Split(s)35.5 35.5 35.5 13.0 64.5 51.5 Total Split(%) 35.5% 35.5% 35.5% 13.0% 64.5% 51.5% Maximum Green(s) 30.0 30.0 30.0 9.0 59.0 46.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.5 1.5 1.5 0.0 1.5 1.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time(s)13.0 13.0 13.0 33.5 19.0 Flash Dont Walk(s) 17.0 17.0 17.0 12.0 12.0 Pedestrian Calls(#Ihr) 0 0 0 0 0 Act Effct Green(s) 30.0 30.0 59.0 46.0 Actuated g/C Ratio 0.30 0.30 0.59 0.46 v/c Ratio 0.51 0.07 0.18 0.81 Control Delay 28.9 2.1 14.0 28.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 28.9 2.1 14.0 28.0 LOS C A B C 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Afternoon Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 27.6 14.0 28.0 Approach LOS C B C Queue Length 50th(ft) 147 0 47 362 Queue Length 95th(ft) 189 m9 83 455 Internal Link Dist(ft) 152 43 591 423 Turn Bay Length(ft) Base Capacity(vph) 1464 507 1614 1610 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.51 0.07 0.18 0.81 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:61.5(62%),Referenced to phase 1:NBL and 6:NBTL,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.81 Intersection Signal Delay:26.2 Intersection LOS:C Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Park Ave N&N 4th St 111°I.E111111=11===1111 06 08 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Afternoon Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings I k 4\t , \* ,< 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4++ r v r Traffic Volume(vph)0 0 0 30 365 35 54 0 0 0 0 349 Future Volume(vph) 0 0 0 30 365 35 54 0 0 0 0 349 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.99 0.97 Frt 0.850 0.865 Flt Protected 0.996 0.950 Satd.Flow(prot) 0 0 0 0 4697 1468 1671 0 0 0 0 1627 Flt Permitted 0.996 0.950 Satd. Flow(perm) 0 0 0 0 4692 1419 1659 0 0 0 0 1574 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 38 464 Link Speed(mph) 30 30 30 30 Link Distance(ft) 261 463 670 494 Travel Time(s) 5.9 10.5 15.2 11.2 Confl. Peds.(#Ihr) 15 15 15 15 5 15 15 15 Confl.Bikes(#/hr) 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles(%) 0% 0% 0% 10% 10% 10% 8% 8% 8% 1% 1% 1% Adj. Flow(vph) 0 0 0 32 392 38 58 0 0 0 0 375 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 424 38 58 0 0 0 0 375 Turn Type Perm NA Perm Perm Perm Protected Phases 2 Permitted Phases 2 2 8 4 Minimum Split(s) 64.0 64.0 64.0 25.5 25.5 Total Split(s)68.5 68.5 68.5 31.5 31.5 Total Split(%) 68.5% 68.5% 68.5% 31.5% 31.5% Maximum Green(s) 63.5 63.5 63.5 27.0 27.0 Yellow Time(s) 4.0 4.0 4.0 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s)47.0 47.0 47.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.0 14.0 14.0 Pedestrian Calls(#Ihr) 0 0 0 0 0 Act Effct Green(s) 63.5 63.5 27.0 27.0 Actuated g/C Ratio 0.64 0.64 0.27 0.27 v/c Ratio 0.14 0.04 0.13 0.49 Control Delay 7.5 2.3 25.0 3.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.5 2.3 25.0 3.2 LOS A A C A Approach Delay 7.0 25.0 3.2 Approach LOS A C A Queue Length 50th(ft) 36 0 21 0 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Afternoon Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 49 11 47 22 Internal Link Dist(ft) 181 383 590 414 Turn Bay Length(ft) Base Capacity(vph) 2979 914 447 763 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.14 0.04 0.13 0.49 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 2:WBTL and 6:,Start of Green Natural Cycle:90 Control Type: Pretimed Maximum v/c Ratio:0.49 Intersection Signal Delay:6.6 Intersection LOS:A Intersection Capacity Utilization 87.3% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 2:Garden Ave N&N 4th St 1 02 t„ 04 08 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Afternoon Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+io is. 4i Traffic Volume(vph) 25 1131 33 0 0 0 0 34 33 30 15 0 Future Volume(vph) 25 1131 33 0 0 0 0 34 33 30 15 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.98 Frt 0.996 0.933 Flt Protected 0.999 0.968 Satd.Flow(prot) 0 5055 0 0 0 0 0 1586 0 0 1323 0 Flt Permitted 0.999 0.808 Satd.Flow(perm) 0 5053 0 0 0 0 0 1586 0 0 1079 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 10 37 Link Speed(mph) 30 30 30 30 Link Distance(ft) 147 190 467 670 Travel Time(s) 3.3 4.3 10.6 15.2 Confl. Peds.(#Ihr)25 25 25 25 25 25 25 25 Confl.Bikes(#/hr) 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles(%) 2% 2% 2% 0% 0% 0% 9% 9% 9% 39% 39% 39% Adj.Flow(vph) 28 1257 37 0 0 0 0 38 37 33 17 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1322 0 0 0 0 0 75 0 0 50 0 Turn Type Perm NA NA Perm NA Protected Phases 2 4 8 Permitted Phases 2 8 Minimum Split(s) 76.0 76.0 24.0 24.0 24.0 Total Split(s) 76.0 76.0 24.0 24.0 24.0 Total Split(%) 76.0% 76.0% 24.0% 24.0% 24.0% Maximum Green(s) 71.0 71.0 19.5 19.5 19.5 Yellow Time(s) 4.0 4.0 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s)0.0 0.0 0.0 Total Lost Time(s) 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s) 59.0 59.0 7.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.5 12.5 12.5 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s)71.0 19.5 19.5 Actuated g/C Ratio 0.71 0.20 0.20 v/c Ratio 0.37 0.22 0.24 Control Delay 8.4 21.4 43.5 Queue Delay 0.3 0.0 0.0 Total Delay 8.6 21.4 43.5 LOS A C D Approach Delay 8.6 21.4 43.5 Approach LOS A C D Queue Length 50th(ft) 117 20 31 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Afternoon Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 170 59 71 Internal Link Dist(ft)67 110 387 590 Turn Bay Length(ft) Base Capacity(vph) 3590 339 210 Starvation Cap Reductn 1339 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.59 0.22 0.24 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 2:EBTL and 6:,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.37 Intersection Signal Delay: 10.5 Intersection LOS:B Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 3: Garden Ave N&N 3rd St 1402 • t'04 1'1`08 Ell 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Afternoon Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+1, 1* 11 'H Traffic Volume(vph) 70 712 25 0 0 0 0 210 33 428 1165 0 Future Volume(vph) 70 712 25 0 0 0 0 210 33 428 1165 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 0.99 1.00 0.99 Frt 0.995 0.982 Flt Protected 0.996 0.950 Satd.Flow(prot) 0 4985 0 0 0 0 0 1735 0 1770 3539 0 Flt Permitted 0.996 0.523 Satd.Flow(perm) 0 4965 0 0 0 0 0 1735 0 960 3539 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 5 10 Link Speed(mph) 30 30 30 30 Link Distance(ft) 305 292 474 671 Travel Time(s) 6.9 6.6 10.8 15.3 Confl. Peds.(#/hr)25 25 25 25 25 25 25 25 Confl. Bikes(#/hr) 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles(%) 3% 3% 3% 0% 0% 0% 7% 7% 7% 2% 2% 2% Adj. Flow(vph) 72 734 26 0 0 0 0 216 34 441 1201 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 832 0 0 0 0 0 250 0 441 1201 0 Turn Type Perm NA NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 6 Minimum Split(s) 33.0 33.0 52.0 15.0 67.0 Total Split(s) 33.0 33.0 52.0 15.0 67.0 Total Split(%) 33.0% 33.0% 52.0% 15.0% 67.0% Maximum Green(s) 27.0 27.0 46.0 11.0 61.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust(s)0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 4.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Walk Time(s) 15.0 15.0 23.0 51.0 Flash Dont Walk(s) 12.0 12.0 10.0 10.0 Pedestrian Calls(#Ihr) 0 0 0 0 Act Effct Green(s)27.0 46.0 63.0 61.0 Actuated g/C Ratio 0.27 0.46 0.63 0.61 v/c Ratio 0.62 0.31 0.64 0.56 Control Delay 34.2 17.6 7.9 7.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 34.2 17.6 7.9 7.1 LOS C B A A 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Afternoon Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 34.2 17.6 7.3 Approach LOS C B A Queue Length 50th(ft) 169 93 46 80 Queue Length 95th(ft) 213 149 m67 101 Internal Link Dist(ft) 225 212 394 591 Turn Bay Length(ft) 100 Base Capacity(vph) 1344 803 693 2158 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.62 0.31 0.64 0.56 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:85(85%),Referenced to phase 1:SBL and 6:SBTL,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.64 Intersection Signal Delay: 16.4 Intersection LOS:B Intersection Capacity Utilization 87.0% ICU Level of Service E Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Park Ave N&N 3rd St I 01 T02 44 06 • 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Afternoon Peak Hour 5: N. Exit Driveway & N 4th St HCM Unsignalized Intersection Capacity Analysis j 4_ 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations tfil Traffic Volume(veh/h) 0 0 0 684 113 0 Future Volume(Veh/h) 0 0 0 684 113 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.93 0.93 0.40 0.40 Hourly flow rate(vph) 0 0 0 735 283 0 Pedestrians 10 Lane Width(ft)12.0 Walking Speed(ft/s) 4.0 Percent Blockage 1 Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 123 315 pX,platoon unblocked vC,conflicting volume 10 194 10 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 10 194 10 tC,single(s) 4.2 6.8 6.9 tC,2 stage(s) tF(s)2.3 3.5 3.3 p0 queue free% 100 64 100 cM capacity(veh/h)1566 776 1066 Direction,Lane# WB 1 WB 2 WB 3 WB 4 NB 1 Volume Total 184 184 184 184 283 Volume Left 0 0 0 0 283 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 776 Volume to Capacity 0.11 0.11 0.11 0.11 0.36 Queue Length 95th(ft) 0 0 0 0 42 Control Delay(s) 0.0 0.0 0.0 0.0 12.3 Lane LOS B Approach Delay(s) 0.0 12.3 Approach LOS B Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period(min) 15 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - Afternoon Peak Hour 7: N 3rd St & S. Driveway HCM 2010 TWSC Intersection Int Delay,s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Of 11 Traffic Vol,veh/h 11 1162 0 0 12 0 Future Vol,veh/h 11 1162 0 0 12 0 Conflicting Peds,#/hr 10 0 0 10 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length 0 Veh in Median Storage,# 0 1081229312 - 0 Grade,% 0 0 - 0 Peak Hour Factor 97 97 92 92 40 40 Heavy Vehicles,% 3 3 2 2 0 0 Mvmt Flow 11 1198 0 0 30 0 Major/Minor Majorl Minor2 Conflicting Flow All 10 0 512 Stage 1 10 Stage 2 502 Critical Hdwy 5.36 - 5.7 Critical Hdwy Stg 1 Critical Hdwy Stg 2 6 Follow-up Hdwy 3.13 - 3.8 Pot Cap-1 Maneuver 1138 - 545 0 Stage 1 0 Stage 2 529 0 Platoon blocked,% Mov Cap-1 Maneuver 1138 - 520 Mov Cap-2 Maneuver 520 Stage 1 Stage 2 509 Approach EB SB HCM Control Delay,s 0.2 12.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity(veh/h) 1138 - 520 HCM Lane V/C Ratio 0.01 - 0.058 HCM Control Delay(s) 8.2 0.1 12.3 HCM Lane LOS A A B HCM 95th%tile Q(veh) 0 - 0.2 5/19/2018 3:15 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - PM Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 444 r 4C ft Traffic Volume(vph)0 0 0 321 265 28 25 255 0 0 1210 100 Future Volume(vph) 0 0 0 321 265 28 25 255 0 0 1210 100 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 513 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 1.00 Frt 0.850 0.989 Flt Protected 0.973 0.995 Satd.Flow(prot) 0 0 0 0 4997 1599 0 3295 0 0 3462 0 Flt Permitted 0.973 0.775 Satd.Flow(perm) 0 0 0 0 4986 1575 0 2567 0 0 3462 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 71 11 Link Speed(mph) 30 30 30 30 Link Distance(ft) 232 123 671 503 Travel Time(s) 5.3 2.8 15.3 11.4 Confl. Peds.(#/hr) 3 4 4 3 6 2 2 6 Confl. Bikes(#/hr) 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 0% 0% 0% 1% 1% 1% 9% 9% 9% 3% 3% 3% Adj.Flow(vph) 0 0 0 328 270 29 26 260 0 0 1235 102 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 598 29 0 286 0 0 1337 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 8 1 6 2 Permitted Phases 8 8 6 Minimum Split(s) 35.5 35.5 35.5 13.0 64.5 51.5 Total Split(s)35.5 35.5 35.5 13.0 64.5 51.5 Total Split(%) 35.5% 35.5% 35.5% 13.0% 64.5% 51.5% Maximum Green(s) 30.0 30.0 30.0 9.0 59.0 46.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.5 1.5 1.5 0.0 1.5 1.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time(s)13.0 13.0 13.0 33.5 19.0 Flash Dont Walk(s) 17.0 17.0 17.0 12.0 12.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 30.0 30.0 59.0 46.0 Actuated g/C Ratio 0.30 0.30 0.59 0.46 v/c Ratio 0.40 0.06 0.18 0.84 Control Delay 26.6 1.6 14.1 29.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 26.6 1.6 14.1 29.4 LOS C A B C 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - PM Peak Hour 1: Park Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 25.4 14.1 29.4 Approach LOS C B C Queue Length 50th(ft) 112 0 47 378 Queue Length 95th(ft) 146 m0 m81 476 Internal Link Dist(ft) 152 43 591 423 Turn Bay Length(ft) Base Capacity(vph) 1495 522 1569 1598 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.40 0.06 0.18 0.84 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:61.5(62%), Referenced to phase 1:NBL and 6:NBTL,Start of Green Natural Cycle: 100 Control Type:Pretimed Maximum v/c Ratio:0.84 Intersection Signal Delay:26.3 Intersection LOS:C Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Park Ave N&N 4th St 106 08 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - PM Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Tit 1 vi r Traffic Volume(vph)0 0 0 10 301 30 31 0 0 0 0 337 Future Volume(vph) 0 0 0 10 301 30 31 0 0 0 0 337 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 1.00 0.99 Frt 0.850 0.865 Flt Protected 0.998 0.950 Satd.Flow(prot) 0 0 0 0 4664 1455 1583 0 0 0 0 1644 Flt Permitted 0.998 0.950 Satd.Flow(perm) 0 0 0 0 4663 1422 1581 0 0 0 0 1621 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 32 563 Link Speed(mph) 30 30 30 30 Link Distance(ft) 261 463 670 494 Travel Time(s) 5.9 10.5 15.2 11.2 Confl. Peds.(#/hr) 2 2 2 2 1 1 1 1 Confl.Bikes(#Ihr) 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles(%) 0% 0% 0% 11% 11% 11% 14% 14% 14% 0% 0% 0% Adj. Flow(vph) 0 0 0 11 324 32 33 0 0 0 0 362 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 0 335 32 33 0 0 0 0 362 Turn Type Perm NA Perm Perm Perm Protected Phases 2 Permitted Phases 2 2 8 4 Minimum Split(s) 64.0 64.0 64.0 25.5 25.5 Total Split(s)68.5 68.5 68.5 31.5 31.5 Total Split(%) 68.5% 68.5% 68.5% 31.5% 31.5% Maximum Green(s) 63.5 63.5 63.5 27.0 27.0 Yellow Time(s) 4.0 4.0 4.0 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s)47.0 47.0 47.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.0 14.0 14.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 63.5 63.5 27.0 27.0 Actuated g/C Ratio 0.64 0.64 0.27 0.27 v/c Ratio 0.11 0.04 0.08 0.43 Control Delay 7.3 2.5 22.0 1.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.3 2.5 22.0 1.6 LOS A A C A Approach Delay 6.9 22.0 1.6 Approach LOS A C A Queue Length 50th(ft) 27 0 12 0 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - PM Peak Hour 2: Garden Ave N & N 4th St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 39 10 27 0 Internal Link Dist(ft) 181 383 590 414 Turn Bay Length(ft) Base Capacity(vph) 2961 914 426 848 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.11 0.04 0.08 0.43 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 2:WBTL and 6:,Start of Green Natural Cycle:90 Control Type: Pretimed Maximum v/c Ratio:0.43 Intersection Signal Delay:5.0 Intersection LOS:A Intersection Capacity Utilization 85.1% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 2:Garden Ave N&N 4th St l02risimmillt 04 08 llllllll 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - PM Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+1+ I, 4 Traffic Volume(vph) 17 1287 36 0 0 0 0 24 25 25 10 0 Future Volume(vph) 17 1287 36 0 0 0 0 24 25 25 10 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 1.00 Frt 0.996 0.931 Flt Protected 0.999 0.966 Satd. Flow(prot) 0 5057 0 0 0 0 0 1753 0 0 1732 0 Flt Permitted 0.999 0.823 Satd. Flow(perm) 0 5057 0 0 0 0 0 1753 0 0 1471 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 10 26 Link Speed(mph) 30 30 30 30 Link Distance(ft) 147 190 467 670 Travel Time(s) 3.3 4.3 10.6 15.2 Confl. Peds.(#/hr) 9 2 2 9 2 3 3 2 Confl.Bikes(#/hr) 1 1 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(%) 2% 2% 2% 0% 0% 0% 0% 0% 0% 6% 6% 6% Adj. Flow(vph) 18 1355 38 0 0 0 0 25 26 26 11 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1411 0 0 0 0 0 51 0 0 37 0 Turn Type Perm NA NA Perm NA Protected Phases 2 4 8 Permitted Phases 2 8 Minimum Split(s) 76.0 76.0 24.0 24.0 24.0 Total Split(s) 76.0 76.0 24.0 24.0 24.0 Total Split(%) 76.0% 76.0% 24.0% 24.0% 24.0% Maximum Green(s) 71.0 71.0 19.5 19.5 19.5 Yellow Time(s) 4.0 4.0 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s)0.0 0.0 0.0 Total Lost Time(s) 5.0 4.5 4.5 Lead/Lag Lead-Lag Optimize? Walk Time(s) 59.0 59.0 7.0 7.0 7.0 Flash Dont Walk(s) 12.0 12.0 12.5 12.5 12.5 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s)71.0 19.5 19.5 Actuated g/C Ratio 0.71 0.20 0.20 v/c Ratio 0.39 0.14 0.13 Control Delay 11.0 20.9 37.7 Queue Delay 0.3 0.0 0.0 Total Delay 11.3 20.9 37.7 LOS B C D Approach Delay 11.3 20.9 37.7 Approach LOS B C D Queue Length 50th(ft) 151 13 21 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - PM Peak Hour 3: Garden Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th(ft) 205 45 51 Internal Link Dist(ft)67 110 387 590 Turn Bay Length(ft) Base Capacity(vph) 3593 362 286 Starvation Cap Reductn 1336 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.63 0.14 0.13 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 2:EBTL and 6:,Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio:0.39 Intersection Signal Delay: 12.3 Intersection LOS:B Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 3:Garden Ave N&N 3rd St I402 - t04 MIN 08 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation,Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - PM Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations f it T 11 ft Traffic Volume(vph) 75 887 20 0 0 0 0 210 46 387 1129 0 Future Volume(vph) 75 887 20 0 0 0 0 210 46 387 1129 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 1.00 1.00 0.99 Frt 0.997 0.976 Flt Protected 0.996 0.950 Satd.Flow(prot) 0 5048 0 0 0 0 0 1679 0 1770 3539 0 Flt Permitted 0.996 0.512 Satd.Flow(perm) 0 5045 0 0 0 0 0 1679 0 948 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 3 15 Link Speed(mph) 30 30 30 30 Link Distance(ft) 290 292 474 671 Travel Time(s) 6.6 6.6 10.8 15.3 Confl. Peds.(#/hr) 3 9 9 3 10 11 11 10 Confl.Bikes(#/hr) 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 2% 2% 2% 0% 0% 0% 10% 10% 10% 2% 2% 2% Adj.Flow(vph) 77 905 20 0 0 0 0 214 47 395 1152 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1002 0 0 0 0 0 261 0 395 1152 0 Turn Type Perm NA NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 6 Minimum Split(s) 33.0 33.0 52.0 15.0 67.0 Total Split(s) 33.0 33.0 52.0 15.0 67.0 Total Split(%) 33.0% 33.0% 52.0% 15.0% 67.0% Maximum Green(s) 27.0 27.0 46.0 11.0 61.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust(s)0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 4.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Walk Time(s) 15.0 15.0 23.0 51.0 Flash Dont Walk(s) 12.0 12.0 10.0 10.0 Pedestrian Calls(#/hr) 0 0 0 0 Act Effct Green(s)27.0 46.0 63.0 61.0 Actuated g/C Ratio 0.27 0.46 0.63 0.61 v/c Ratio 0.73 0.33 0.57 0.53 Control Delay 36.9 17.7 5.3 5.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 36.9 17.7 5.3 5.0 LOS D B A A 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - PM Peak Hour 4: Park Ave N & N 3rd St Lanes,Volumes,Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 36.9 17.7 5.1 Approach LOS D B A Queue Length 50th(ft) 212 96 26 54 Queue Length 95th(ft) 263 155 m41 73 Internal Link Dist(ft) 210 212 394 591 Turn Bay Length(ft) 100 Base Capacity(vph) 1364 780 687 2158 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.73 0.33 0.57 0.53 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:85(85%),Referenced to phase 1:SBL and 6:SBTL,Start of Green Natural Cycle: 100 Control Type:Pretimed Maximum v/c Ratio:0.73 Intersection Signal Delay: 17.6 Intersection LOS:B Intersection Capacity Utilization 84.8% ICU Level of Service E Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4:Park Ave N&N 3rd St 1 ©1 2 4r214 1*©6 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - PM Peak Hour 5: N. Exit Driveway & N 4th St HCM Unsignalized Intersection Capacity Analysis f 4— 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations l i l t 11 Traffic Volume(veh/h) 0 0 0 629 50 0 Future Volume(Veh/h) 0 0 0 629 50 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.50 0.50 Hourly flow rate(vph) 0 0 0 676 100 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 123 315 pX,platoon unblocked vC,conflicting volume 0 169 0 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 0 169 0 tC,single(s) 4.2 6.8 6.9 tC,2 stage(s) tF(s)2.3 3.5 3.3 p0 queue free% 100 88 100 cM capacity(veh/h)1586 811 1091 Direction,Lane# WB 1 WB 2 WB 3 WB 4 NB 1 Volume Total 169 169 169 169 100 Volume Left 0 0 0 0 100 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 811 Volume to Capacity 0.10 0.10 0.10 0.10 0.12 Queue Length 95th(ft) 0 0 0 0 11 Control Delay(s) 0.0 0.0 0.0 0.0 10.1 Lane LOS B Approach Delay(s) 0.0 10.1 Approach LOS B Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 19.1% ICU Level of Service A Analysis Period(min) 15 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF RSD - Sartori Elementary Forecast 2018 With-Project - PM Peak Hour 7: N 3rd St & S. Driveway HCM 2010 TWSC Intersection Int Delay,s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4ift Traffic Vol,veh/h 5 1315 0 0 5 0 Future Vol,veh/h 5 1315 0 0 5 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length 0 Veh in Median Storage,# 0 1081229312 - 0 Grade,% 0 0 - 0 Peak Hour Factor 98 98 92 92 50 50 Heavy Vehicles,% 2 2 2 2 0 0 Mvmt Flow 5 1342 0 0 10 0 Major/Minor Majorl Minor2 Conflicting Flow All 0 0 547 Stage 1 0 Stage 2 547 Critical Hdwy 5.34 - 5.7 Critical Hdwy Stg 1 Critical Hdwy Stg 2 6 Follow-up Hdwy 3.12 - 3.8 Pot Cap-1 Maneuver 525 0 Stage 1 0 Stage 2 501 0 Platoon blocked,% Mov Cap-1 Maneuver 525 Mov Cap-2 Maneuver 525 Stage 1 Stage 2 501 Approach EB SB HCM Control Delay,s 12 HCM LOS B Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity(veh/h) 525 HCM Lane V/C Ratio 0.019 HCM Control Delay(s) 12 HCM Lane LOS B HCM 95th%tile Q(veh) 0.1 5/19/2018 4:00 pm Synchro 9 Report Heffron Transportation, Inc.-TSM/RHF Sartori Elementary School DRAFTTransportationTechnicalReport APPENDIX C Queue Model Results heffron trans . o r t a t i o n Inc. heffron M/M/s Queueing Model for Renton School Disitrct's Sartori Elementary Load/Unload Zone Morning Peak Hour(Arrival) Data Results 483 (average arrival rate) L= 2.191725961 240.0 (average service rate) LQ= 0.179225961 s= 4 (#servers) Minutes W= 0.005 0.3 Wq= 0.000 0.0 0.3 P=0.503125 Prob<x vehicles 0.25 `Po= 0.128672873 12.9% 0 P1 = 0.258954157 38.8% 1 0.2 P2= 0.26057262 64.8% 2 P3= 0.174800799 82.3% 3 0.15 -P4= 0.087946652 91.1% 4 o a. P5= 0.044248159 95.5% 52 0.1 P6= 0.022262355 97.7% 6 P7= 0.011200747 98.9% 7 0.05 I P8= 0.005635376 99.4% 8 P9= 0.002835299 99.7% 9 0 P10= 0.00142651 99.9% 10 0 2 4 6 8 10 12 14 16 18 20 22 24 P11 = 0.000717713 99.9% 11 Number of Vehicles Queued for Self-Haul Scale P12= 0.000361099 100.0% 12 P13= 0.000181678 100.0% 13 where: P14= 9.14068E-05 100.0% 14 L=average number of vehicles queued at the load/unload zone at any one time P15= 4.5989E-05 100.0% 15 Lq average number of vehicles in queue P16= 2.31382E-05 100.0% 16 W=average wait time at the load/unload zone(hours) P17= 1.16414E-05 100.0% 17 Wq=ave.wait time in queue(hours) P18= 5.85709E-06 100.0% 18 p=Load/Unload Zone utilization P19= 2.94685E-06 100.0% 19 Po=probability of 0 vehicles at the Load/Unload Zone P20= 1.48263E-06 100.0% 20 P1 =probability of 1 vehicle at the Load/Unload Zone,etc.P21 = 7.4595E-07 100.0% 21 P22= 3.75306E-07 100.0% 22 2 =Average number of vehicles at the load/unload zone at any one time P23= 1.88826E-07 100.0% 23 5 =Peak(95th-percentile)number of vehicles in load/unload zone at any one time P24= 9.5003E-08 100.0% 24 P25= 4.77984E-08 100.0% 25 95.5% <=Closest probability to 95% P25= 2.40486E-08 100.0% 26 P26= 1.20994E-08 100.0% 27 P27= 6.08753E-09 100.0% 28 P28= 3.06279E-09 100.0% 29 P29= 1.54096E-09 100.0% 30 P30= 7.75298E-10 100.0% 31 P31 = 3.90072E-10 100.0% 32 P32= 1.96255E-10 100.0% 33 P33= 9.87407E-11 100.0% 34 P34= 4.96789E-11 100.0% 35 P35= 2.49947E-11 100.0% 36 P36= 1.25755E-11 100.0% 37 P37= 6.32703E-12 100.0% 38 P38= 3.18329E-12 100.0% 39 P39= 1.60159E-12 100.0% 40 P40= 8.058E-13 100.0% 41 8/25/2016 heffron MIZEZEETIOMMMOMMEN M/M/s Queueing Model for Renton School Disitrct's Sartori Elementary Load/Unload Zone Morning Peak Hour(Arrival) Data Results X.= 483 (average arrival rate) L= 2.053635596 240.0 (average service rate) Lq= 0.041135596 s= 5 (#servers) Minutes W= 0.004 0.3 Wq= 0.000 0.0 0.3 p= 0.4025 Prob<x vehicles 0.25 Po= 0.132626263 13.3% 0 P1 = 0.266910354 40.0% 1 0.2 P2= 0.268578544 66.8% 2 P3= 0.18017144 84.8% 3 0.15 P4= 0.090648756 93.9% 4 2 P5= 0.036486124 97.5% 5 0.1 P6= 0.014685665 99.0% 6 P7= 0.00591098 99.6% 7 0.05 P8= 0.00237917 99.8% 8 P9= 0.000957616 99.9% 9 P10= 0.00038544 100.0% 10 0 2 4 6 8 10 12 14 16 18 20 22 24 P11 = 0.00015514 100.0% 11 Number of Vehicles Queued for Self-Haul Scale P12= 6.24437E-05 100.0% 12 P13= 2.51336E-05 100.0% 13 where: P14= 1.01163E-05 100.0% 14 L=average number of vehicles queued at the load/unload zone at any one time P15= 4.0718E-06 100.0% 15 Lq=average number of vehicles in queue P16= 1.6389E-06 100.0% 16 W=average wait time at the load/unload zone(hours) P17= 6.59657E-07 100.0% 17 Wq=ave.wait time in queue(hours) P18= 2.65512E-07 100.0% 18 p=Load/Unload Zone utilization P19= 1.06869E-07 100.0% 19 Po=probability of 0 vehicles at the Load/Unload Zone P20= 4.30146E-08 100.0% 20 P1 =probability of 1 vehicle at the Load/Unload Zone,etc.P21 = 1.73134E-08 100.0% 21 P22= 6.96864E-09 100.0% 22 2 =Average number of vehicles at the load/unload zone at any one time P23= 2.80488E-09 100.0% 23 4 =Peak(95th-percentile)number of vehicles in load/unload zone at any one time P24= 1.12896E-09 100.0% 24 P25= 4.54407E-10 100.0% 25 93.9% <=Closest probability to 95% P25= 1.82899E-10 100.0% 26 P26= 7.36168E-11 100.0% 27 P27= 2.96308E-11 100.0% 28 P28= 1.19264E-11 100.0% 29 P29= 4.80037E-12 100.0% 30 P30= 1.93215E-12 100.0% 31 P31 = 7.7769E-13 100.0% 32 P32= 3.1302E-13 100.0% 33 P33= 1.25991E-13 100.0% 34 P34= 5.07112E-14 100.0% 35 P35= 2.04113E-14 100.0% 36 P36= 8.21554E-15 100.0% 37 P37= 3.30675E-15 100.0% 38 P38= 1.33097E-15 100.0% 39 P39= 5.35715E-16 100.0% 40 P40= 2.15625E-16 100.0% 41 8/25/2016 heffron mizusminimunromm M/M/s Queueing Model for Renton School Disitrct's Sartori Elementary Load/Unload Zone Morning Peak Hour(Arrival) Data Results 483 (average arrival rate) L= 2.021851545 240.0 (average service rate) Lq= 0.009351545 s= 6 (#servers) Minutes W= 0.004 0.3 Wq= 0.000 0.0 0.3 p= 0.335416667 Prob<x vehicles 0.25 Po= 0.133448827 13.3% 0 P1 = 0.268565765 40.2% 1 0.2 P2= 0.270244301 67.2% 2 P3= 0.181288885 85.4% 3 0.15 P4= 0.09121097 94.5% 4 P5= 0.036712416 98.1% • 5 0.1 P6= 0.012313956 99.4% 6 P7= 0.004130306 99.8% 7 0.05 P8= 0.001385374 99.9% 8 P9= 0.000464677 100.0% 9 0 P,0= 0.000155861 100.0% 10 0 2 4 6 8 10 12 14 16 18 20 22 24 P11 = 5.22782E-05 100.0% 11 Number of Vehicles Queued for Self-Haul Scale P12= 1.7535E-05 100.0% 12 Pt3= 5.88153E-06 100.0% 13 where: P14= 1.97276E-06 100.0% 14 L=average number of vehicles queued at the load/unload zone at any one time P15= 6.61697E-07 100.0% 15 Lq=average number of vehicles in queue P16= 2.21944E-07 100.0% 16 W=average wait time at the load/unload zone(hours) P17= 7.44438E-08 100.0% 17 Wq=ave.wait time in queue(hours) P18= 2.49697E-08 100.0% 18 p=Load/Unload Zone utilization P19= 8.37525E-09 100.0% 19 Po=probability of 0 vehicles at the Load/Unload Zone P20= 2.8092E-09 100.0% 20 P,=probability of 1 vehicle at the Load/Unload Zone,etc.P21 = 9.42252E-10 100.0% 21 P22= 3.16047E-10 100.0% 22 2 =Average number of vehicles at the load/unload zone at any one time P23= 1.06007E-10 100.0% 23 4 =Peak(95th-percentile)number of vehicles in load/unload zone at any one time P24= 3.55567E-11 100.0% 24 P25= 1.19263E-11 100.0% 25 94.5% <=Closest probability to 95% P25= 4.00028E-12 100.0% 26 P26= 1.34176E-12 100.0% 27 P27= 4.50049E-13 100.0% 28 P28= 1.50954E-13 100.0% 29 P29= 5.06324E-14 100.0% 30 P30= 1.6983E-14 100.0% 31 P31 = 5.69637E-15 100.0% 32 P32= 1.91066E-15 100.0% 33 P33= 6.40866E-16 100.0% 34 P34= 2.14957E-16 100.0% 35 P35= 7.21002E-17 100.0% 36 P36= 2.41836E-17 100.0% 37 P37= 8.11159E-18 100.0% 38 P38= 2.72076E-18 100.0% 39 P39= 9.12589E-19 100.0% 40 P40= 3.06098E-19 100.0% 41 8/25/2016 heffron M/M/s Queueing Model for Renton School Disitrct's Sartori Elementary Load/Unload Zone Morning Peak Hour(Arrival) Data Results k= 483 (average arrival rate) L= 2.014507452 240.0 (average service rate) Lq= 0.002007452 s= 7 (#servers) Minutes W= 0.004 0.3 Wq= 0.000 0.0 0.3 p= 0.2875 Prob<x vehicles 0.25 Po= 0.133615324 13.4% 0 P1 = 0.26890084 40.3% 1 0.2 P2= 0.27058147 67.3% 2 P3= 0.181515069 85.5% 3 0.15 P4= 0.091324769 94.6% 4 2 P5= 0.03675822 98.3% 5 0.1 P6= 0.01232932 99.5% 6 P7= 0.003544679 99.9% 7 0.05 P8= 0.001019095 100.0% 8 P9= 0.00029299 100.0% 9 p 1, P10= 8.42346E-05 100.0% 10 0 2 4 6 8 10 12 14 16 18 20 22 24 P11 = 2.42174E-05 100.0% 11 Number of Vehicles Queued for Self-Haul Scale p12= 6.96252E-06 100.0% 12 P13= 2.00172E-06 100.0% 13 where: P14= 5.75495E-07 100.0% 14 L=average number of vehicles queued at the load/unload zone at any one time P15= 1.65455E-07 100.0% 15 Lq=average number of vehicles in queue Pt6= 4.75683E-08 100.0% 16 W=average wait time at the load/unload zone(hours) P17= 1.36759E-08 100.0% 17 Wq=ave.wait time in queue(hours) P18= 3.93182E-09 100.0% 18 p=Load/Unload Zone utilization P19= 1.1304E-09 100.0% 19 Po=probability of 0 vehicles at the Load/Unload Zone P20= 3.24989E-10 100.0% 20 P1 =probability of 1 vehicle at the Load/Unload Zone,etc.P21 = 9.34344E-11 100.0% 21 P22= 2.68624E-11 100.0% 22 2 =Average number of vehicles at the load/unload zone at any one time P23= 7.72294E-12 100.0% 23 4 =Peak(95th-percentile)number of vehicles in load/unload zone at any one time P24= 2.22034E-12 100.0% 24 P25= 6.38349E-13 100.0% 25 94.6% <=Closest probability to 95% P25= 1.83525E-13 100.0% 26 P26= 5.27635E-14 100.0% 27 P27= 1.51695E-14 100.0% 28 P28= 4.36124E-15 100.0% 29 P29= 1.25386E-15 100.0% 30 P30= 3.60483E-16 100.0% 31 P31 = 1.03639E-16 100.0% 32 P32= 2.97962E-17 100.0% 33 P33= 8.56641E-18 100.0% 34 P34= 2.46284E-18 100.0% 35 P35= 7.08067E-19 100.0% 36 P36= 2.03569E-19 100.0% 37 P37= 5.85262E-20 100.0% 38 P36= 1.68263E-20 100.0% 39 P39= 4.83756E-21 100.0% 40 P40= 1.3908E-21 100.0% 41 13/25/2016 heffron ILIMIERIMINKEIZEIMEMIEN M/M/s Queueing Model for Renton School Disitrct's Sartori Elementary Load/Unload Zone Morning Peak Hour(Arrival) Data Results 483 (average arrival rate) L= 2.012900554 240.0 (average service rate) Lq= 0.000400554 s= 8 (#servers) Minutes W= 0.004 0.3 Wq= 0.000 0.0 0.3 - p= 0.2515625 Prob<x vehicles 0.25 PO= 0.13364725 13.4% 0 P1= 0.268965091 40.3% 1 0.2 P2= 0.270646123 67.3% 2 P3= 0.181558441 85.5% 3 0.15 P4= 0.09134659 94.6% 4 2 P5= 0.036767003 98.3% 5 0.1 P6= 0.012332265 99.5% 6 P7= 0.003545526 99.9% 7 0.05 I P8= 0.000891921 100.0% 8 o I P o= 5.64441E-05 100.0 100.0% 10 0 2 4 6 8 10 12 14 16 18 20 22 24 P11 = 1.41992E-05 100.0% 11 Number of Vehicles Queued for Self-Haul Scale p12= 3.57199E-06 100.0% 12 P13= 8.98579E-07 100.0% 13 where: P14= 2.26049E-07 100.0% 14 L=average number of vehicles queued at the load/unload zone at any one time P15= 5.68654E-08 100.0% 15 Lq=average number of vehicles in queue P16= 1.43052E-08 100.0% 16 W=average wait time at the load/unload zone(hours) P17= 3.59865E-09 100.0% 17 Wq=ave.wait time in queue(hours) P18= 9.05286E-10 100.0% 18 p=Load/Unload Zone utilization P19= 2.27736E-10 100.0% 19 Po=probability of 0 vehicles at the Load/Unload Zone P20= 5.72898E-11 100.0% 20 P1 =probability of 1 vehicle at the Load/Unload Zone,etc.P21 = 1.4412E-11 100.0% 21 P22= 3.62551E-12 100.0% 22 2 =Average number of vehicles at the load/unload zone at any one time P23= 9.12043E-13 100.0% 23 4 =Peak(95th-percentile)number of vehicles in load/unload zone at any one time P24= 2.29436E-13 100.0% 24 P25= 5.77174E-14 100.0% 25 94.6% <=Closest probability to 95% P25= 1.45195E-14 100.0% 26 P26= 3.65257E-15 100.0% 27 P27= 9.1885E-16 100.0% 28 P28= 2.31148E-16 100.0% 29 P29= 5.81482E-17 100.0% 30 P30= 1.46279E-17 100.0% 31 P31 = 3.67983E-18 100.0% 32 P32= 9.25708E-19 100.0% 33 P33= 2.32873E-19 100.0% 34 P34= 5.85822E-20 100.0% 35 P35= 1.47371E-20 100.0% 36 P36= 3.7073E-21 100.0% 37 P37= 9.32618E-22 100.0% 38 P38= 2.34612E-22 100.0% 39 P39= 5.90195E-23 100.0% 40 P40= 1.48471E-23 100.0% 41 8/25/2016