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21-101126-SE-TrafficReport-03-23-21-V1APPENDIX Frown: Mdrk J Jacobs, PE, PTO [mailto:JakeTraffir< comcast.net] Seat: Tuesday, November 17, 2020 10,59 AM To: 'sarady.long@dtyofFederalway.raorn' Cc: 'Bern Childs'; 'Brett JaC,)USenr Subject: RE: 2016,02-7 - S_ 348th Street Mixed - use afady Thank you for taking the time today to discuss the 3481" Street Mixed Use_ Per our conversation I'II be updating the prier Access Report using the refinO Site plan- - The City recommends that conservative Trip Geperation values be used in the analysis to avoid future report refinements. 2015 traffic data is appropriate to use far the aooess analysis The distriNlon noted prior is still applicable - Detailed discussion of the '/4access (LT in, RT inlout) on _ 348"' Street per prior con-espondence Let me know if I have missed anything? Thank you Mark 206.762.1978 o 06.799.5692 c From: Mark J Jacobs, PE, PTO[rrnailto:JakeTraffir-@comrrastinet] Sent: Thursday, November 12, 2020 2 3} PM To: '5arady.lvng@ cityoffederalway.com' Cc: 'Ben Childs'; 'Brut Jacobsen' Subject: 2016.027 - S. 348th Street Mixed - use Sarady Attached are the Traffic Letter I conducted in August 2019, a refined Site Plan and a p relirn i:nary TG for the refined project. The SBUX use is a placehoider use, the actual use has not yet been determined. Also I gave zeroed out data from the prior site uses that no longer apply (blacked out)_ I'II clean the TG table up as 1 get into updating the report_ The refined site planning generates less traffic than what was looked at prior. The new Site Planning reduced the nurnt)er of residential units arO oomrnercial space from What was investigated in 2019. Also the accesses have changed. In particular the refined site includes an access at the NE corner of the ske that allows for a % access (ET in, RT inlo€rt} to be proposed_ Irnitial discussion regarding this proposal has been coordinated with the City and would be discussed in detail in the Site Access Traffic Report I presume the same traffic distribution as used prior still applies_ The TMO data used prior is from 2018, does the City have newer data? If yea please a -mail it to me_ Contact one with any quesUonslcomments. Thank you Mark 06_ 762_ 1978 o 06.799, 5692 c From: Mark J Jacobs, PE, PTO [rmailto.]ekeTraffc comcast.net] Sent: Tuesday, September 15, 2020 11:0 AM To: 'aridy Long' CC: rbjacobsen @fnw-inc.ccff Subject: RE: 2016.027 - S. 34ah Mixed Use Sarady Below Is a Conceptual Access Sketch for discussion- The plan wau€d remove — 5' of 'C' cUrb- extend the extension striping about 100' and use double yellow markings to discourage LT motorists from entering the LT ch a nne I ization to quickly- A FAT ebannelizatiorE island would be installed at the driveway - Thank yQu Mark From: Mark J Jacobs, PE, PTO [mailto:JakeTraFfic; icomcast,net] Sent: Friday, September 04, 2020 12:33 PM To: 'Sarady Long' Subject: RE: 2016.027 - S. 34Sth Nixed Use arady The driveway across the street and about 12 0 to 125' to the east C L to CL serves 10,760 sf of office space per King County data. TG per IT Er�#er Er�i[er exit Trip Time Period Size TG Rate % Taps Exit % TriD. Total €ii r Office (ITE LUC 710, 1O,T60 sf) Weekday 10.750 9.74 50-)6 5 _4 50% 52.4 10�1,8 = M peak hour 10.750 1.16 85% 10,6 14% L7 1�.5 PM peak hiour 10,760 1.15 16% 2_0 8476 10.4 From my Site Access T[A dated August 8, 201 J havin the east access allow the WB to SB LT would shift 40 LT's from turning at 1-'[ and then from i Mto the site {2 — LT movements) to the Site Access. I assigned all the traffic from the office to the NE as LT's Attached are the initial Synchro caloulatioris (using data frorn my August 2019 TIA). I focused on the PM peak hour that is the critical time_ Initial analysis indicates the proposed east Site Access is far enough away from 1" to facilitate the WB to SB LT. See Google Street view looking west below near the site east access: The driveway to the east is noted to be how voILEme and is not expected to cause conf]ict_ See photograph below {the east Site Access is near the end of the 'C' curb; Have a good weekend, chat next week. Mark 206.762 1975 o 206.799.5692 c From. Sarady Long[mailto.Sarady.LongEo�cityoffederalway.comI Sent: Thursday, September 03, 2026 2-37 PM To: 'Mark J Jacobs, PE, PTO' Subject: RE' 2016.027 - S. 34Sth Mixed Use Hi nark, Rick is out this week so I will discuss with him late next week. It may work but we need to look at W BL q ueues length and potential tan#lict with the driveway across the street_ Sarady Long Senior Transportation Planning Engineeg r'uNic Works C;eparrmer7r 33325 Wh Ave 5, Federal Way, WA 9800 Desk' 253.835,2U3 { Ftm 253. .270 www.ciWtedt!foWcpy.c nm From: Mark ] Jacobs, PE, PTO[rnailto:JakeTraffic(d)corncast_net] Sent: Thursday, September 43, 2020 9:16 AM To: Sarady bong Cc: bjacobsen0friw-inc.com Subject: 2016.027 - S_ 348th Mixed Use [EXTERNAL EMAIL ARMING] This email originated from outside of the City of Federal Way and may no be trustworthy- Please use caution when clicking links, opening attachments, or replying to requests for informs#ion. If you have any doubts about the validity of this email Please contact IT Help Desk at x255S. Sandy Hope you an= recovenng well. Have you had a chance to Iook at the Channelizalion/Access for the project yet? Thank you Dark 206.76 ,1973 o 245.799.5592 c TTRAFFIC DATA CATHERBV TURNING MOVEMENTS DIAGRAM WIN AM - S;UO AM PEAK HOUR 7:00 AM Ta 8'00 AM Ped,_2 a SW CaMDU5 drive iV 11 0 V-Turn d 90 1,133 943 ,�, 9irycles 0 100 INTERSECTION PEAK H 0 U R VOLUME IN 2,716 OUT 2,716 w LD a� 6b7 40 372 249 D 0 33a fi70 F U r m Peds = 4 S 348th Street 1�5 Q $Kydcs 309 620 76 0 U—T" Id u0 m D. HV PHA SB 7.8% 0_81 NB 3.6% 0,86 WB 6.6% 0_91 ze 1-3% 0.93 lh1TR5_ 3.8°G U_93 PHF = Pear HOLir Factor HV = Heavy Vehicle Ist Ave ntie S @ S U8th 8treetlSW Carnpus Drive Federal Way, WA COUNTED BY: TOG {DATE OF COUNT_ Wed. 6J6118 REDUCTION DATE. Fri. 6t29118 TIME OF COUNT. 6:00 AM- 8'40AM NICE E1 111C101101 � 111111111 lilt�� 1111111 1� ��I ��o�od��ooe�e�e■ 000Eo�oo� �eooeeee��a�oeo� '� mill TTRA FFI DA TA GATHERM TURNING MOVEMENT DIAGRAM AM 4.00 PM - 6.00 PM PEAK HOUR: 4-30 PM TO 5,30 PM m a� d 0 a 276 587 142 23 612 U3 5 � 429 u w 4�b ll-Tum C- 1 a Bil4CIPS . 104 INTERSECTION PEAK HOUR VOLUMF IN 3,809 OUT 67 186 155 0 0 I Peds = 4 1 131 0 Riryrli- WEE 1�1.6 77 430 �f 'turn u w HV PHF S 13 1.4% 0.85 NB 3.1% 0-89.2 WS 1% 4.94 EB 1 2-3°4 0-96 IHTRS. 1 1.6% 0-96 PHF = Peak Hour Factor HV � Heavy Vehicle 75t Avenue S @ S 348th StreetJSVW Campus Drive Federal Way, WA COUNTED BY: TDG DATE OF COUNT: Tue- 615t18 REDUCTION DATE: Fri EV29118 TIME OF COUNT 4:00 PM - F:00 PM a� � s 0 �i 0 ll E1000 �1oMo1oo I I E11EOEM1eC1EC1E1c E11111ROucEEEE�� E111111111011 ICE �� its I L��LE106a1l100 3F rj �01.-/1 e - Rryvrrd:nr Jake TruMe Engineering, Inc. Traffic Count ComsultauYs, Inc. 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WT a. 0 _ INT Oa L I INT O9 0 IN 1 1 u my 11 0 LNT 1J 1 0 I HM 6th Signalized intersection Surnmary 2018 AAA 4840: 1 Av S & SW Campus Dr/S 348 St 11I28Q020 Mpyprfn _ - _ EDL EBT ESR YW13L W67 WDR KpB NS NRR SBL S67 -ar}c Configurations M t '11) tt r t tt T.affic Volume (Yeb1h) 90 943 100 76 399 145 49 372 249 83 159 551 Future ',rosurne (vehih) 9€1 943 150 7� 394 146 49 372 249 83 159 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A -pb 111 1 00 0.99 1 00 0.99 1-00 0.99 1-00 0-97 Parking &s, Adj 1-00 1.00 0,99 1-00 1-00 0.99 1-00 1.00 0.99 1.00 1.00 UP `NGA Zone On Approach No No l'0 N.n Adj Sat Flow, weWhAn 1761 1761 1761 1909 1909 1909 1567 1567 1567 1988 1989 1988 Adj Flow Rate, yeh)h 95 9Q 105 81 424 154 55 418 280 98 187 30 Beak Hour Factor 0.95 195 0.95 0.94 0.94 0.94 0.80 0-89 0,89 0-85 0.86 0-85 Percent heavy 5deh, 3 3 3 2 2 2 3 3 3 2 2 2 Cap, velbb 136 13Q7 138 4M 1855 919 318 430 285 121 392 2M Arri}.o Crl GrcCn 0,04 043 0.42 0.04 017 Cr,17 0.21 0.25 0.25 0-08 0. j0 0.10 Sat Flow,vehJh 3254 3039 321 3628 3628 1596 1492 1698 1126 1893 3777 1623 Gro Volume(v): vi�hr;r 95 547 551 8. 424 154 55 366 332 98 187 50 Grp SatFlow(s)yehJhNn 1627 1673 1687 1764 1814 1596 1492 1489 1335 1893 1889 1623 Selve;g_sj, s 4.3 41.5 4' 6 3.3 15.2 1.08 4.5 36.5 37.1 7.7 7.0 3.# Cycle Q Q3ar{g_rf), s 4-3 41.5 41-6 3.3 15.2 10-8 4.5 36.5 37.1 7.7 7.0 31 Prot h Lone 1.00 0.4.9 1.00 1.00 ' W 0.84 1.00 1.DQ Lane Grp Cap(c), veh,?r 136 719 725 434 1855 916 318 377 121 392 238 Vr'C R3tio(X) 0.70 0.76 0-76 0.19 0.23 0. x7 0.17 097 r 0 98 ' 0.81 048 0.25 Avail Cap(c_a), veh{h 28 719 725 434 1855 918 318 377 �-331 '177 1032 513 HUM Pia?o_ln Ratio 1.00 I.C.0 1. or" 0.33 0-33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0,94 0.94 1.00 U0 1,t70 1.00 1.00 1.00 0,84 0.84 0.84 tlnJorm Delay (tit, s.+veh 70.9 36.2 36-3 64.7 36.8 27-0 48.2 55.4 56 1 69.3 63.4 27.8 lncr Delay (U), Vveh 2.3 7.0 6.9 0A 0.3 0.4 0,1 M.2 43-7 8.9 0-3 0-2 :nstial 0 Delay{d31.Eivch 0.0 0.D 0.0 0.0 0.0 0-0 0.0 0.0 00 0.0 0.0 0 %ile BackCM(95 ),vehrin 3.3 24.9 25.1 2.7 12.0 8.2 3.1 24.5 3-2 7.0 6.1 2.5 Unsic. Movernew delay, sr -An LnGrp DaIay(d),stmh 73-2 43.2 43-2 64.8 37.1 27-3 48.3 93-7 99-7 78.2 63-7 28.0 Ln ;rp LOS E G D E D G D_ F F E _ G Approach Vol, vehlh 1193 659 753 345 Approach Delay, s+veh 45.6 38.2 9:3) I .C. r nproech LOS D D F E - - -- - 2, 3 4 5 7 $ - Phs Duration ( #Y+Rc), s 14.6 43.0 23.4 69.0 37.0 20.6 10.8 81.7 Change Per.od (Y+Pc), s 5.0 5.0 5.0 4.5 5.0 5.0 4.5 5.0 Max Green Setting (Gmax), s 14-0 38.0 14-0 64,5 11.0 41-0 10.5 68-0 W x Q Ciear Time g + +IVi. s 9.7 39.1 5-3 43.6 6.5 9.0 6.3 17 2 Green Ext Time fp_c), s 0,0 0.0 0.1 9-1 0.0 1-6 0.1 4-1 HCM 6th Ckrl Delay 57.° HCIN 6th LOS E 2018 TMC 5:00 pm t}WZ2018 2024 AM - VVP Synchro 10 Light Report PVC - SL Page 1 Queues 2018 AM 4840:1 AVS & SW Campus DRS 348 St 1112&2020 E $ ws[ VkeBT $BR N6L. NR S8T .SBR. . Lane Group Flw(m) m 1 E 4¥ ]k 55 em m 187 k vic Rauo 0.51 EGg 0.25 0. % m 0.18 0. ] 0.39 U 15 aLlar Delay 6 32.4 " 7 ±5 13 q* 62a 951 q 2 ]%§ mew b¥ 0.0 EB 0-0 ED §o Co 0.0 0.0 >n Eo & O y m« 324 447 8-3 to 544 eta 95.7 64.2 ]aq Queue Length 7¥ A 48 411 m m m a 315 m k 2 meLength 95N m 485 m58 q a mm k& ]q mi m mmm« EnIE2k A 745 554 S« 1107 3# Elay@n/> A ] 5 250 ]7 ko »B &e P�@(m% M 1594 320 !&B R! 321 Jg !m 977 am Sl,2rv,qtio.q CapRk Wtn 0 5 e 0 § a B 0 0 B Sp ±ack CapRk«r 0 0 0 0 0 0 0 0 0 0 S! qqe D R dRrn 0 0 0 0 0 0 0 0 0 0 Rk2« Yic Ratio 0.41 q: %a 0.23 0.15 E17 $80 0. E19 0.15 mkm3e Summary 1 \ w� ": Qga/ I-ffic Ceunt Consuj'ant-] 2-2e 4 m Vowmc m gm«rec equgeB metered 2 7mmmA 218TUC5:00 prn 212B1018m& AM-WP Srmm mLgm Report P&- SL Page] H M 6th Signalized Intersection Summary 2024 AM - WO 4 40: 1 Av S & SVV Campus Dr/S 348 St 110V2020 - - - NK NET tBL SBT Lang CCryfis,urations M +T ' 1 tt r ' r tt r Traffic Volume (vehrh) 100 1064 119 85 450 165 55 420 280 95 180 8.5 Future ':'plume (veh,rhj 100 1064 119 85 450 137 55 420 2W 45 180 55 Initial a (Qb), Veh 0 0 0 0 0 0 0 0 0 0 Q 0 Ped-BikeAdjrA_pbT) ;.00 0.99 '.00 0.99 1-00 C.99 "-00 0.97 Parking Bus, Adj 1-00 1.00 0.99 1-00 1.00 0.99 1-00 1.00 0.99 1-00 1.00 0.99 lftr� Zcsle On Approach No No NG Nc Ad1 Sat Flow, veWhAn 1761 1761 1761 1909 1909 1909 1567 1567 1567 1988 1988 1988 Adi Flow; Rate. veh,11 105 1120 125 90 479 176 fit 472 315 IV 212 55 Peak Hour F actor 0.95 0.95 G,95 0-94 0-94 0.J4 0,99 0.89 0.89 D-85 0-85 0-85 Pc•cent Fleawy Veh, % 3 ;t 3 2 2 2 3 3 3 2 2 2 Cap,v0uh 146 1299 145 407 1815 913 322 430 286 135 411 252 ,arrive On Green 0.05 a.43 G,42 0 04 017 0 17 072 0.25 G,25 0 G7 i;r,11 0 11 Sat Flow.vehi1 3254 3020 337 352a 3628 1595 1492 1697 1127 1893 3777 1625 Grp Volurni�(v), veNh 105 �20 625 W 479 176 t)2 414 373 l 1 2 242 55 Grp Sat Flows).voh!Mn 1627 1673 16M 1764 1814 1595 1492 1489 1336 1893 1889 1625 0 Se.ve(g_s)- s 4.8 503 50.5 3.7 17.3 12.3 5.1 380 38.0 8.8 7.9 3.3 Cycle Q Clear(g_c}, s 4.8 50- -5 3.7 17-3 11$ 5.1 38-0 38.0 8,8 7,9 3.3 Prop In Lane 1.01) 0.20 1.00 1.00 1. GO 0.84 1-00 1.G0 Lane Grp Cap(c), veh)h 146 719 724 407 1815 913 322 TU 3,38 135 411 252 V.0 R<�tio(X'f 072 0.86 0.86 0.22 0.26 0.19 0. 19 1.10 i.10 0.83 0.52 0-26 Avail ap(c_a( vehih 228 7t9 724 40T 1815 913 3 2 377 338 177 1032 519 FICM Ralic 1 CD 1.00 1.00 0-33 0.33 0-33 1.00 1.00. 1.00 1.00 1.00 1 00 Upstream Fii q1) 0-94 0,94 0.94 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0-84 Uniform Delgy id). sNeh 70.7 38.7 38.9 86.6 38.5 27.4 48.1 56.0 56.4 5$.7 3,1 27.1 I r Delay (d2), slveh 2.3 12.2 12:3 0.1 0-4 0.5 0-1 75.2 79.6 14.8 0.3 0, I11it id 0 Deiay(d3),arveh 0.0 0.G 0.0 0.0 00 0.0 0.0 0.0 0.0 0 C. 0.0 0.0 %ile ackQfQ{95" ,1re11Jlr1 3.7 30-3 30.7 3-1 13-3 9.2 3-5 31.4 29-2 .8-1 6.8 2.7 U-lszg Movement Delay. s.+veh LnGrp 00ay(d).sWh 73.0 50A 51.2 65-7 38-9 27-9 46-2 131.2 136.0 83.6 53.4 27-3 L-1Grp LOS E D D E D C D = F F C 1 Approach Vol, veh)h 1350 745 849 389 Appro{� De;uy, si!vch 52.8 39.5 127.3 63.2 Approa;h LOS D D F E 4 5 6 T 8 Pfi.5 Dora#on (i5+Y+Rc), s 15.7 43.0 22.3 69-0 37.4 21-3 11-3 80-0 Chang: Period (Y�Rc), s 5.G 5.0 5 C. 4.5 5.0 5-0 4.5 5.0 Max G;,een Setting (Gmax), s 14-G 38.0 14.0 64-5 11.0 41.0 10.5 65.0 Msx G Clear Ti.7'e tg_.r,+11;i, s 10 8 40.0 57 52.5 7.1 9-9 6.8 19.3 Green Ext Time (p-c), s 0.0 0.0 0 1 7.3 0.0 1-8 0.1 4.7 ICi�tsO[�aE1S4rrrlm ... � HUM 6th Cirl Delay 70 4 HCM 6th LOS F: 2018 TM 6-00 pm 01102)20182024 AM - VVP Synchro 10 Light Deport P - SL Par1e 1 Queues 2024 AM - WO - LT 4840: 1 Av S & SVV Campus DrIS 348 St 111262020 Larm, Gvrmp ESL SST Wl� WIRT WRR N5L tea S3L S$T SBR Umie Gro-.ip=lo',x' ;-',phi 10 2 A 5 90 1.75 67 787 112 212 w5 vfe Ratio 0.54 0.82 0-28 0.28 0-19 0-19 0.93 0-76 0-40 0.17 Control Dc:q 801 40.3 47.0 10.9 2.5 529 .0 98.8 62.9 11.3 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0-0 4.0 0-O 0-0 -vial pelaw 801 40.3 47.0 10.9 2.5 52.9 6S 0 98.8 62.9 11.3 Queue Length 50th (ft) 53 588 48 92 28 42 369 108 107 3 Queue Length 95t fftl 8 538 m65 87 8 m97 #463 9156 112 33 Internal Link UM (ft) 745 554 345 1107 Turn Bay Length sft) 475 225 250 150 400 2H Base Capacity fvph) 232 1513 320 1713 925 338 869 166 1000 410 Starva;lon Cap Reductn 0 12 LD 0 0 0 0 0 0 C. SpHlback Cap Reduotn 0 0 0 0 0 0 0 4 0 0 ta'a�.e Cap -Ruc'n 0 0 0 .0 0 0 0 0 0 0 Reduced v10 Ralso 0-45 0.83 0.28 0-28 OA9 0.18 0-91 0.67 0-21 0-16 Description_ Traffic Count Conswiant- 10;212014 4 95th percentile volume exoseds capaci;y: queue may be longer. Queue shown is maftum after W cycles. rra Voiume `cr 95th percentile queue is metered by upstream signal 2018 Ti41C 5:00 prn 01f02-+2018 2024 AM - WP Synchio 10 LigU Report FN - SL Page I HCM 6th Signalized Intersection Summary 2024 AM - 1 P - LT 4 40: 1 Av S & SW Campus DrIS 348 St 1112812020 F-aL t BL �yBT WBR. NLBL RB a aneOonfigura?oris ' )rr 1 t Traffic Vohime (YetVh) 100 1062 118 85 437 163 71 450 277 t03 188 55 Fi1ture Va:'tjmF6 (vehin) 1Cr0 1062 118 85 437 163 71 450 277 103 188 fry Iritial 0 (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbTl 1.00 0.99 '.u0 0.99 1.00 C.99 :-GO 0.97 P King Bus, Adj 1.00 1.00 0.99 1.00 1-00 0.99 1-00 1-00 0.99 1-00 1.00 0.99 Work Zorc O,r Approach No No No No Adj a# Fnv, veh lri 1761 1761 1761 1909 1909 1909 1 "7 1567 1567 1988 1988 1°88 Adj F-bw Ralc, vehlh 105 L 116 124 90 465 173 80 506 3ii 121 22.1 65 Peak Hour Fador 0.95 0.95 0.95 0.94 0. t 4-94 0.89 0.89 0-89 0-85 0-85 O.85 Pem..er34 Heavy Veir, % 3 3 3 2 2 2 3 3 3 2 2 2 Cap, vehih 146 1300 144 390 1797 913 3 7 445 273 144 418 265 Arf..vc Qr� Green 0.05 0.43 0.42 0.04 0.16 0-16 0.22 0.25 025 0.08 0.1' 21.11 Sat Flow, veWh 3250 3023 335 3528 3628 1595 1492 1757 1077 1893 3777 1626 Grp Votumerv), veh1h 105 518 624 90 465 173 80 428 389 121 221 65 Grp Sat Flows),vehflVlii 1627 1673 16M 1764 1814 1595 1492 1489 1345 1393 1889 1626 4.8 50.1 50.3 3.7 16-8 12.0 6.6 38 G 38.0 9.5 8.3 3.3 Cyrle Q Clear g_Cj. s 43 50-1 50-3 3.7 16-8 12.0 6.6 38-13 38.0 9.5 8.3 3.3 Prop !n One 1.00 0.20 ` 00 1.00 1.00 0.80 ".0111 1.00 Lane Grp Cap(c), vehffi 146 719 724 300 1797 913 327 377 144 418 255 WC Rat:o; 7 0. 2 Q.85 Q.86 0.23 0.25 G,19 0.24 1-14 1,'4 � 084 0.53 025 Avail Oap(c_a), veiVh 228 719 724 390 1797 M 30 377 1 177 1032 520 HCM P'satcDn Ratio 1.00 N 1.0G C.33 0-33 0.33 1.00 1-0-0 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.94 0.94 0-94 1.00 1.00 1,00 1,00 1.40 1.00 0.84 0.84 0.84 Unibmr Delay R'. siveh 707 18.6 38 P 66-1 38.7 27-1 4-8.4 56.0 56-4 68.4 63.0 268 ]ncr Delay (d2), siveh 2-3 12-1 12.2 0-1 0.3 0.5 0-1 88.8 92.4 18.3 0, 0-2 Initial Q Gelayid3i slveh 0 C. 0.0 0.0 0.4 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 %it aCk # 1(95° ,v2hJln Ws;g. Movement Delay, &'veh LrtGrp Delay(d),a+ h _r,Grp LOS Approach Vol, vehA� Approach Delay, siveh Approach 1-03 $-7 30-2 30.5 3-1 13.0 9.0 4-5 33.8 31.4 8.8 7.0 2-6 73.0 50-7 51.0 66.2 39-0 27.5 48.5 144.8 148.6 85.7 63.3 27,0 'D D D C p F F F E C 1347 728 897 407 52 6 39.7 13S.0 64.5 D 0 F E 4 $ 7 - 5 ' t Phs Duration (G+Y�Rc), s 76.4 43-0 21-6 69.0 37.8 21.6 11.3 79-3 Change Penad (Y+R-), s 5.0 5.0 50 4.5 5.0 5.0 4.5 50 Max Groeri Setting {Gnwj, a 14-0 38,0 14.0 64.5 11.0 41,0 10.5 58-0 Mp)-.. O ulear Time (g_c4s1), s 11.5 40.10 5-7 52.3 8.6 10.3 6.8 188 Green Ext lime (p-c), s 0.0 0,0 0.1 7.4 Q.0 1-9 0.1 4.5 H M St i Delay 73.9 HCM 6th LGS: E 2018 TIVIC 5.00"0V0212018 2024 AM - 4NP Sy5chro 10 Light RepDrt PW - SL Page t Queues 2024AM-1 P - LT 4840: 1 Av S & 5VV CampusDrIS 348 St 11.2812020 4- Lare,grpu L Lim WBL VVBT 'NBR NBA T $Bi S61 SCR La_ga Group Flow (vph) 105 1242 yC 4�5 ' ; 3 80 81 r i 21 22' 85 Vic Ratio 0.54 0.84 0.29 0.28 0-19 0.20 0,96 0.80 0,61 0,20 Gonlrol Delay 80.0 4-5 46.5 `,C.8 2.6 51.3 71.7 101.7 70.9 11.7 Queue Delay 0.0 0.1 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0_0 Tota: Delay 8C.0 S.5 46.5 T.G.8 2.6 {1.3 71.7 101.7 70.9 ? 1.7 Queue Lan9(h 50th (Fk) 53 586 43 88 29 55 386 117 112 3 Djeue Le7q;h 95th 0z) 87 53? MM 82) 8 119 #5N 4190 116 33 lotemal Link Dist(ft) 745 654 345 1107 Turn any Lon,h (ft) 175 225 25C 150 400 225 Base Capacity (vpir) 232 1486 320 1686 W 394 $59 166 8T 341 Starva+ on Cap Recludn 0 12 0 ,D 17 D 0 0 0 0 Bpillback Cap Redtictrr 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 D 0 0 0 0 [] 0 0 Reduced vA, Ratio 0.45 0.84 0.28 0.28 0.19 0.20 0.95 0.73 0.23 0.19 Descripticm: Traffic CMD! Consultant- 10.122M1A 9 95th percentile YCIU ;e C-XCO queue may be longer. C aue sho%vn is maximum after W cycles. m VOW me for 951:h pierc--ntile queue is metered by upslruarn signal 2018 TMC 5:00 prn 01M2018 2024 AM - VIP BynchTo 10 Light Report PW - SL Page 1 HCM 6th TVVSC 2024 Aft - VVP - LT : 1 Av S & Site Access 11127024 fnt Delay, slveh I Ek WBR Nbt h1Br SBL T LEI.ric Configurations v ++ *� tt Traffic Vol, vehAt 27 53 745 24 16 375 Future viol ve l;h, 27 53 445 24 16 375 Confaic5q Peds, Phr 0 0 0 0 0 0 Sic;r, Cor. ro Stop Stop Free Free r-ee Free RT Chajinelixed - Ncne - None - None Storage ; nngth- C 25 Veh 3n Mediar! Storage, 9 0 - 0 Grade. k 0 - 7 - - 1 Peak Hour Factor 100 100 100 100 100 100 Heavy Veh!CIeS.:Yr 2 2 2 2 7 2 MWrrrt Flow 27 53 745 24 16 375 Cn rfliCtin,, Flow All 977 385 C. 0 769 0 Stage 1 757 - - - - tage 2 220 - - - Crjti� 4-lovy 6-84 6.94 - 4,14 - Crldcal Hdvry Stg ' 5.84 - - Cgcal Hdwy Stg 2 5.84 - - - - Follow-up Hdxry 3.52 3.32 2.2? Nt Cap-1 Maneuver 246 613 - - 841 - Stage 1 424 - - - S*in 2 795 - - - - P!atoon hloaed. °.o MovCap-1 Mar!euver 243 613 - - 841 - Nbv tap-2 t,na�7euvcr 345 - - tage 1 424 - - - Stage 2 780 Hcm Ca&DI Delay- 5 13.9 0 0.4 HCIVI -0 B Capacity (vehib) - - 486 MI - HUM La76'4'C Ratio - 0.165 0-019 HCM Control Delay (s) - - 13-9 9.4 HCP,l Laze _CS B A HCM 96th %tile 0(veh) - 0-6 0.1 18TMC 5:00 pm 011021201E 2024 AM -VVP Syfldro 10 Light Rieport P"I - SL Page 1 H M 6th TVVSC 2024 AM - VVP - LT 3: Site Access & S 348 St 11127I2020 Int Delay, s)veh ;).0 _ ERT OR Y L WBT NBL NSR Lane ConfiTi rations +74 ) tt r Traffio Vol, veWh 1410 32 29 695 0 59 , uture VDI, vehrn 1410 32 29 685 0 59 Cojifl ding ids, #14r 0 0 0 0 0 a Sign GpntrN Free Free Free Free Stop Stop RT Cbannelized - Norle - None - None Storage Lerign 25 - 0 Vela in Median Storage. V 0 - - 0 0 - Grade, % 4 - -1 0 - Peak Hoer Factor 100 100 i0o 100 100 100 H-cavy Vehicles, Ik 2 2 2 2 2 2 Mvmt Flow 1410 32 29 685 0 59 Major Knurl _ Y Confhding Flow All 0 ' 1442 0— 721 - tage- Stagi� 2 - G7ical Hdwy - --34 - 6-94 Cri`a al Hdwy Stg 1 - CHa cal Hdwy S1g 2 - - - - l'OkOW411) F'dwy 2.22 3-32 Pot Cap-1 Maneuver - - 466 0 370 Stage I - _ SUgei 2 - - Platoon block&d- ii� IAOV Cap-1 Maneuver466- - 370 Mov Cm 2 Maceu-jer - _ _ _ - stage 1 stge 2 HUI Control Delay, s 0 0.5 16.6 r."a1 LOB @Rj — eM+firMVMI NBLn1 MT LBR VV9L W13 Capwy (uehm) 370 - 466 HGNI Lane l;-C Ratio 0.159 0.062 H M Control Delay {s) 16-6 - - 13.2 HCI I Lane LOS i; B HCIVI 95-t °tittle Q(veh) 0-6 0.2 2018 TMC 5-00 prn 0110212018 2024 AM - WP Synchro 10 Light Report P - SL pagg 1 HCM 6th TVVSC 2024 AM - VVP - LT 4: S 348 St & Office Driveway 1V2712020 Iril Delay, slue+ 0 Lane Configurations I tt tt Y Traffic Vbt, vehfh 7 1462 713 4 1 1 Fwwre'VO. von h 7 1462 713 4 Confliding Peds, #Air 9 0 0 0 0 0 Sign Control FreC Free FrEe Fru:? Stop Stop RT Cihanrielized - None, - None - None Storage LengIn 25 - 0 Veh fr- Median Storage, # - q 0 - 0 - Grade, '%. - 4 -1 0 Peak Hour FactoF 100 100 100 10Q 100 100 Hea,q Vehzie5 Y: 2 2 z 2 2 2 Mvmt Flow 7 1462 713 4 1 1 Con�icfinro Flow All 717 0 - 9 1460 359 stage 1 - - - 715 - Stagc 2 - 745 - Crit l Hdwy 414 ' - - 6.84 6.94 ritic3i'idw? .g 1 - - 5- - Cr;ticaf Hdwy Sip 2 - 5.84 - rollow-up FHdwy 2.22 3.52 3.32 Pat Cap-1 Maneuver 880 - - - 120 638 Stage ` - 445 - tage 2 - - 430 - Platoon hocked, 'VD MovCap-1 Maneuver 880 - 119 638 Mov Cai'.-2 Manei.m - 2-53 Stage 1 - - 442 - tag�, 2 430 . Jl�u HCM Control Delay, s 0 0 15 HCM LOS = T W . RkSBUni--- Cape dty (Ve4m) 880 - - 362 HCNI Land 'W(-' Ratio G-008 :+ K-6 HCM Control Delay (s) 9-1 - - - 15 HCM Lang LOS A C FfCM 95th %tile gveh) 0 - - - 0 2018 TMC 5-00 pm 0110M018 2024 AAA - VVP Synchm 10 Ligh! Report Pla - SL Page 1 HCM 6th Signalized Intersectton Summary 2024 AM - UVP - LT - Optimized 4840: 1 Av S & SVV Darn us DrIS 348 St t 111120020 1 i ER WBL 4IMT VVBR Al . NET BR' SILL SBT 5BR Lane Con�guratioqs �*ii 0 �I tt II + 1� tt r Traffr, Volurne (vehA,) 100 1062 118 85 437 163 71 277 103 :88 55 FuturY Volume (vel:rh} 10G '062 °16 85 437 163 71 450 277 103 1.88 55 initial Q (0b), veh 0 0 0 0 0 0 0 0 0 0 0 G Ped-Nke ,A,dj(A pb-) 1 00 Q-W 1.00 0-99 100 0 qi 1.00 0.97 Parking 9os, Adj 1-00 1-00 0.99 1-00 1.00 0.99 1-00 1.00 0-99 1.00 1.00 0-99 'Wo-k Zone On Approach. Nc No No No Adj Sat Flow_ vehlW 1761 1761 1761 1909 1909 1909 1567 1567 :567 1988 1988 1988 Adj Flow Rata roh h 106 1118 124 90 465 173 81) 506 31' :21 221 65 Peak Hour Factor 0.95 0.95 0.95 0,94 0-94 0.94 0-89 0.89 Ug 0-85 0.85 0.65 Percent re&ay V2h, % 3 3 3 2 2 2 3 '1 3 2 2 2 Cap. vOM 146 1320 146 296 1725 881 356 480 294 144 418 255 Arrive Cn Green 0.05 0 4-4 0.43 0.03 0-16 0.16 024 0.27 0.27 O.Q8 0.11 0.1 Sat Flow,veh1h 3254 3023 335 3528 3628 1595 1492 1758 1077 1893 3777 1626 rp'Volume(v}, vehlh 105 618 624 90 465 173 30 429 38�v 1�" 221 65 Grp S4 FW(s),vek h?In 1627 1673 1684 1764 1814 1595 1492 1489 1346 1893 1889 1626 Q Serve(g s,). s 4 �. 49.5 497 3.8 16.9 12.2 6 5 41.0 4t.€i 9.5 8.3 3-2 cyde a clear(g_cj, s 4-8 49-5 49.7 3-8 16.9 12.2 6-0 41.0 41-0 9.5 8.3 3- Prop In Lane 1.00 020 1.00 1-00 1.00 080 1,00 1.00 Lana Gtp Cap(c), veNh 146 731 735 296 1725 881 356 407 368 144 418 255 1;C Ratic(1 0.72 0.85 0.85 0.30 0.27 0.20 0.22 1.05 1 0E- 0.84 0.53 0.25 Avail Gap(e,a), vehlh 228 731 735 296 1725 881 355 407 368 177 1032 520 HCM Platoon Ratio 1-00 1.OG 1.00 0-33 0.33 0.33 1.00 1.00 f.00 1.00 1.00 1 00 Upstream Figogi) 0,94 0,94 0.94 1-00 1.00 1-00 1.00 1.00 1-00 0-84 G-84 0-84 Uniform Delay id), siveh 70.7 37-7 37.9 68.6 403 28.5 459 54.5 54.9 68.4 63.0 26.0 Irncr Delay (d2). sfveh 2.3 11-0 11.1 0.2 0.4 0.5 0.1 59.2 52.5 18-3 0.3 0.2 Ir ilia; Q Dela}+,d31,s;vph 0.0 O.C. 0.0 0.0 0-0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %He Back0fQ(95%),veMn 3.7 29-7 30A 3.1 13,1 9,1 4.4 30-5 28.5 8.8 7.0 2.5 Unsig. h-lowernenL Delay. siveh LnGrp Delay(d),s,'veh 73.0 48-7 49-0 68.9 40.7 29.1 46.0 113-7 117.4 86.7 63-3 26.2 LnGrp LC -S E G 0 F_ C C D F F F F Cs Approach Vol, vehlh 1347 728 897 407 Approach Prud-':y. vr++eh 50.7 4'.� 11)9 3 643 Approach LOS D D F E Tuner-:AsswypdNm 1 T3 4 5. A 7 8 _ P�s Duration (G+Y+Rc), s 16-4 46.0 17.6 70.0 40.3 21.6 11.3 76.3 Chvrq Pc -rod (Y-R), s 50 5.0 5-C 4.5 5.0 5-0 4.5 5.7 May, Geeen Setting (Gmax}, s 14-G 41.0 10-0 65-5 14.0 41.0 10.5 65.0 Ajax Q Clear Tine (g-c+I1), s 11 � 43.0 5.8 51 7 8.5 10.3 6.8 18.9 Green Ext Time (p...e}, s 0-0 0.0 0.1 8.1 0.0 1-9 0.1 4.5 HCM 6th CbI Delay 65.9 HGUO6th LOS F 2019 TIlG 5:00 pm 0110212018 2024 AM - 4VP Synohro 10 Light Reporl P - SL Page i i "-fa {queues 2024 AM - W P - LT - 0ptimized 4840: 1 Av S & SVV Campus Dr/S 348t 11128;2020 -€BL .. �„g T YuEL YET WBB NBA N 7. _8L WT 8 ,, Lane Group Flow f vO.) 105 1242 cg 465 173 �O MY 121 221 E, vac Ratio U4 0.81 0.39 0.28 0.20 0.19 0.92 0.80 0-61 0.20 Or MI Delay 79.9 38.9 50.4 10.9 2.6 49.3 64-0 103.7 72.8 121 Queue Delay 0.0 0-1 0.0 0.0 0-G 0.0 0.0 0-0 0.0 0-0 Total G2 ny 79.9 39 C . 0.4 10.9 2.6 49.3 64.0 1037 72.8 12.1 Queue Le4igih 50th (f) 53 580 44 89 28 54 378 117 110 1 Qj,eue Lc'i;1'h 95tfi (f) 87 532 m66 83 8 117 #474 *190 123 33 Iri mal Liflk Vist(it) 745 4 345 1107 Turr Bay Le,1#1 (ft) 175 225 250 150 400 225 Base Capacity (Yph) 232 1537 229 1645 897 413 921 166 977 341 S;arvatinn (;9P RedL:ctr. 0 17 0 0 0 0 0 0 0 0 Sollback Gap Reductn 0 0 0 0 0 0 0 0 0 0 Stange Cap Rad'Jctn [) w C. [) 0 0 0 0 0 0 Reduced We Ratio 4.45 0-82 0-39 0.28 0.19 0.19 0.89 0.13 0.23 0-19 Descriipt on: Traffic GorinL GoRsultant-10122rl-034 V 95In perce,7tie vo°urnw exceeds oapadly. queue may be longer. Queue shown is maximum after tmQ cycles- m Volume for 95th permntile queue is metered by upstream signal 018 TMC 5:00 pm 0 11012018 2024 AM - WP Syrnchro 10 Light Report Poi+ - SL Page 1 HCM 6th Signalized Intersection Summary 2018 PM 4840' 1 Av S & SW Campus Dr/S 848 St 1112812020 L woT EBR %,SL WB'T bVBR 1101- PJ§T NW.- BT Lane Confiigur4ons )", t ' tt ? t +t ?I Traffic Volume (veh&) 123 612 104 430 1086 131 67 186 65 142 587 276 Fwmre 'VoMme (vesr±h} 123 612 104 430 1086 131 67 85 65 142 5�7 276 IOU 0 {Qb), vO 0 0 0 0 0 0 0 0 0 0 0 0 Ped-B;ka Adj'A pbT) 1.00 0 99 1:00 0.99 1.00 0.98 1.00 0.99 Parker;g Bus, Adi 1.00 1.00 M9 1.00 1.00 0.99 1.00 1,00 0.99 1.00 0.99 Wf)rk Zone On Appmac-rr No No No No Adj Sat Flow, vahhln 1761 1761 1761 1909 1909 1909 1567 1667 1567 1988 1988 1988 Adj Flow Ratc, vehih 129 a44 109 457 1155 1.39 75 209 73 167 69, 325 Peak ?your Facts 0-M 0.95 0.96 0-94 0.94 0-94 039 0,89 0-89 0-85 0.85 0-85 Percent Heavy Veh: % 3 3 3 2 2 2 3 3 3 2 2 2 Cap. veWh 171 1025 173 808 1969 ID23 90 383 129 191 $2l 446 Arrive On Green O.C.5 0.36 0.35 O 23 0.54 0.54 0.06 0.18 0.17 010 0.22 022 Sat Flow, veh h 3264 2M 481 352b 3628 1596 1492 2165 731 1893 3T77 1648 Grp Voiume(v), vehs,h 129 378 375 457 1155 1:K9 .75 142 140 167 691 325 Grp Sat Flovi(s),valhb 1627 1573 1656 1764 1814 1596 1492 1489 1407 1893 1889 1646 C Se_ e-'g s), s R.9 28.0 28.2 17.2 32.3 5.1 7.5 13-0 13.7 113.0 6-3 21.1 Cycle Q 4earxg_c , s 5.9 2$,0 282 17.2 3 3 5-1 T5 110 13.7 13.0 26.3 21.1 Pro, :n Lane 1.00 0.29 1.00 1.00 100 0.52 #.00 1.00 Lana Grp Cap(c), vebJh 171 602 596 808 1958 1023 90 263 249 1y°1- 821 44B ViC f ai (? ti 0.75 &63 +�.63 0.5i 0-5 O.14 0.83 0-54 0.56 0.8 €1.84 0.73 Avail Cap(a_a), veb!h 228 602 596 S08 1958 1023 99 298 281 957 505 HCA-1 Ramon Patio 1.[i0 ':-W 1.00 1.00 1-00 1.00 1 OO 1 0 i 1.00 1.01) 1 00 1.00 Upstream Filter(l) 0.94 0-94 0.94 1.00 t.00 1.00 1-00 1-00 1.00 0.84 0.84 0.84 Uniform De1av id, sM' h 70.1 39.7 398 51.2 23.3 10-6 69.7 56.1 56 7 66.5 56.2 31.5 Incr Delay (d ), sNeh 5-8 4.6 4.7 0.6 1.3 0-3 36,T 0.6 0.7 20.8 4,5 10 tn-srjal Q DdayW .s+vehs 00 C.O 0 C. D 0 0.0 0.G 0.0 0.0 O.C. 0.0 0.0 0.0 Nle F3ack0fQ(96%):vehM 4-6 17.8 47-8 12-2 20.1 3-4 6-8 8.6 8-6 11.5 18.4 112 Unsic Vlovemcm; Delay, slwch LnGrp f lay(J).s de4 75.9 44.3 44-55 51.8 24.6 10-9 i06A 56.8 57-4 87.3 60.7 34.5 LnG ;, LOS E D D D C 5 F P, E F E u Approach Vai_ ve'h.-h 882 1751 357 1183 proa-Mh Delay. gvc?h 49 0 3C,6 61.5 57.3 Approach LOS D C E E as 1!s 1 3 5 6 $ Phs Duratiorl (G+Y+rye), s -1 31.6 39.3 59-0 14.0 37.60 12-4 86,0 Change Period (Y+Rc). s 5.0 5.0 5.11 5.0 5.0 5.0 4-5 5.0 Max Green Setting (Gmax). s 18,0 30.0 28,0 54,0 10.0 38-0 10-5 72.0 Niax Q Clear Time (g-.c+11): s 16.0 15. r .9.2 3 0. 2 9.5 28.3 7.9 34.3 Green Ext lime (p_c), s 0.1 1.6 0.8 6.1 0.0 4.3 0.1 13.8 lntersec r 9m HCM 6th Ctr Delay 4Irl.2 HCM 6th LOS F) 201$ TMG 5:00 prn GUOT2018 2024 PM - bVQ Syirchsro 10 Light Report P - GL Page i Queues 2018 PM 4840; 1 Av S & SVV Campus Dr/S 348 St 1?28020 : 4' W13X WBR NSL . ... lrl . - RL . SF3 58R Lade Group Floe: Wh; 1Z1 7J;3 457 ' 155 t39 75 282 167 691 325 v1Q Ratio 0.62 0-57 0.71 0,63 0-14 0.74 0.47 �,H 0.86 0.63 Control Delay 76, j5 30.3 48 r; 135 1.2 106.9 5 4. 0 95.9 57 w 33.1 Queue Delay 0-0 0.0 0.0 0.0 0.0 QO 0-0 0.0 0.0 0.0 ?Olol Celcy 76 30., 48.:=s 13.5 1.2 106.9 54.0 95.9 57.4 33-1 Queue length 50th (ft) 65 277 228 237 10 77 103 161 342 188 Queue Length 95ih (ft) 10: 352 285 280 5 #152 160 A-244 328 180 Internal LIA Gist (Et) 750 $66 292 108$ Tern eay Length (ft) 175 275 250 150 400 225 &Ise Capacity (vpb) 232 1312 641 1839 1035 111 666 213 906 628 St3ivaflon Cap Reductr 0 C. 0 0 0 0 'J C 0 0 pilEback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Siorage Cap Red',iUln 0 0 0 0 0 0 0 0 0 0 Reduced vac Ratio 0.56 0-57 0-71 0.63 0.13 0.68 0.42 0-78 0.76 0.62 Des*06n- TrM C:bunt Crobsurtant-1`0I22M14 950 percenti-.e vo€urne ex wec Uapacb, ;queue may be longer, Queue S"wil % maximum after two �;ydes- 2018 XMC 5,00 pry 0110212018 2024 PPS • WO Syrkc4m 10 Light Report P - SL Pape 1 HCM 6th Signalized Irttersection Summary 2024 PM - WO 4840; 1 Av S & SVV Campus DF/S 348 St 1V2812020 ERL EaT I BR W9L VMT NEL NST NIBR S13L SBT BR Lane Cnfiguratims tl� )"i tt r 1� t 1t 't`t Traffic Volume (vehih} 140 690 115 485 1225 150 75 210 75 160 660 310 Future Volume fvehlh) 140 6?0 t15 485 12-25 150 T^ 210 75 160 660 3'0 iniOl Q (0b), veh 0 0 0 0 0 0 6 0 0 0 0 0 Ped Bike AdGf,4 NbTj 100 O.c? 1.00 0_0 1.00 098 1.OG :).99 Parking Gus, Adj 1-00 1.00 0-99 1.00 1.00 0-99 1-00 U0 0-99 1-00 1.00 0-99 Work Zono On ApproaCl? ttio No No No Adj Sat Flow, vehIhAn 1761 1761 1761 19M 1909 1909 1567 1567 1567 1986 1988 1988 Ad, Flow Rate. vO-Dh 1y7 726 121 e16 1303 im 84 236 U -8s 776 365 Peak Hour factor 0.96 0,95 0.95 0.94 0.94 0.94 0-89 0.89 0,89 0-85 0.85 0-85 Ppment Fleavyr Veh, 3 3 3 2 2 2 3 3 3 2 2 2 C8p, uehh 189 1037 173 724 1852 994 99 408 141 211 887 484 Arrive On Grean 0.06 0.36 0.36 0.21 -0.51 0.51 007 0-1q C.18 0.11 0.23 0.23 Sat Flaw, vehlh 3254 2855 476 3528 3628 1596 1492 2152 743 185.3 3777 1550 Grp Volume(v), vehih 147 425 422 516 1303 160 84 161 159 188 776 365 Grp Sat Flova(s),wehlhlln 1627 1673 1657 1764 1814 1596 1492 1489 1406 1393 1889 1650 Q Lerve(g-Sj, s &7 32.8 32.6 20.4 41.2 6.3 8.4 14.7 15.E 1A. r 29.7 23.2 Cycie Q Clear{g_cj, s 6.7 32.6 32.6 20.4 41.2 6.3 8.4 14.7 15-5 14.7 29.7 23.2 Prop In La:7e 1.00 1).29 1.00 1.00 1.00 0-53 1.00 1.QQ Line Grp Capxcj, veh�n 189 60 602 724 ia52 994 99 283 267 887 484 VIC RotioN C..78 0.70 0.70 C..71 070 0.16 0.84 0.57 0.60 C 0 88 C.,75 Avail Cap(c_a), weh,h 228 608 602 724 1852 994 99 M 281 957 515 HCki Platoon Ra,io 1.00 i.-00 100 1.00 1.00 1.00 1.OG 1.00 100 1.00 -.00 1.00 Upstream Filter(l) 0.94 0.94 0-94 1.00 1.00 1-00 1,OG 1-00 1-00 0.84 0-94 0.84 Uni;'cr€r NOY 'A. slve'1 697 40.8 40.9 555 28.0 11.9 69-2 55.2 55.8 65.7 55,3 294 incr Delay {d j, shah 9.9 6.2 6.3 2-8 2.3 0,3 43.3 1.3 2.0 26-0 6.9 4-3 In&al 0 C-eiayf.6)_a+veh 0.0 0.0 C.0 0.0 0.0 0.0 0-C. 0.0 0.0 0-C. 0.0 0.0 %k BackofQ(95° )'VeNn 5.5 20.4 20.3 14.4 25.2 4. 7-8 9.5 9.� 13.0 20.7 14.4 Uns}g. Movement Decay, slveh LnGrpDelay(d),s,v h 79.6 47.0 47.2 58.31 30,3 12.3 112-5 56.5 57.7 91-7 62.2 33.7 LnGrp LDS _D D =Z. B F E E F E C Approach Vol, vehM 994 1979 404 1329 Approach Delay. srveh 51.9 36-2 58.6 : Ui Approach LOS 0 0 E E f .lbs_ .. .. _ 3. .4 5 fi. 7 8. - Phs Durztiorn fG+Y+Rcj, s 21,7 33.5 35.8 59.0 15-0 40.2 13.2 81-6 Chance Period xY+R(* s 5.0 5-0 5.0 4.5 5-G 5.0 4 5 .50 Max Green Setting'Gmax), s 18.0 30-0 28-0 54.5 10.0 38.0 10.5 726 Wix Q C!c Trne (,j c+I`?. s ?�.T 17 5 2.4 34.6 10.4 31.7 3.7 43.2 Green UA Time (p_c), 5 0.0 1.7 0-8 6.5 0-0 3.5 0.1 14,5 HCM 6kh Ctrl Delay ='.-8-6 IaCM 6t LOS D 2018 TMC 5:00 pm 01MI2018 2024 PM - WO Synchro 10 Light Repot PW - SL Page 1 Queues 2024 P2 -VVO 4840:1 Av S & SVV Campus DGS 348 St 11K 0 �,# __O.0,,4--- 4�, f 110. i A, - - . :u . . W. \ L W WSR NBL ygt 92L W-j. gK Lane Group Flow (&\ 41 &7 ge 13N ]m m 20 16 73 365 vz b 0. 0-67 0.60 0 0-m 0.60 51 0.2 E90 %& G n| Ior BIe @ 80.6 3 $ 54 4 ]&§ 1.3 2 I] 532 105.1 $ -5 310 sew by &D $o o) (D (B $n (O *O IO EO & D y 80 e 33 B 54.1 ] to 9 a] !± 2 1051 613 3a D &eLon|2h7b A 75 341 262 ga g m 113 184 Sk 199 Queue th§% A 25 33 q] £! 5 ma ]m pg qa 194 htemk Link Dist A 750 5+ M 1085 T m 3ayRl3h p 175 25 250 ]y 400 225 Base capadliy M 32 130 Al 1T72 m¥ q4 +e 213 me qe S J Lan C8pRketn 0 0 D 0 0 0 0 0 0 0 Sp ±a6 CapRe6ct 0 0 0 0 0 0 0 0 0 0 Storage p Reduotn C. 0 0 0 0 0 0 0 0 D RkWk'Ratio 0e3 C7 0. 0.7 %m 0. 0.48 E2 Em E9 hte-k&m Summav� E§/7.Traffic C nt Coqsi 1012212014 a �5§percentile L;m eaeWBQMdy +eeTm ml 7R G ae#oa is maximum after Duo cydes 2016T9Ce00pm 012o2018 m&PM -w0 Anam mUgM Report aa_ SL Page H M 6th Signalized Intersection Summary 2024 P M - W P - wl WELT at Access 4840: 1 Av S & SW Campus Dr/S 348 St 110V2020 MGv 6n# , EEL EST EPP 4NBL WEr� WBR.' Lane oi.ri uralions j tt ` ` ?I Traffic Votume (vehilh) 140 693 119 483 1220 149 84 227 75 171 671 310 FuWre Vdum.e {,vehllt,' 140 693 119 483 1220 149 84 227 75 171 671 310 Initial 0 (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj1A pbT', 1.%% 0.99 1.00 0.99 t.00 0.98 1_00 0.99 Parking Bus, Adj 1-00 1-00 0,99 1.00 1-00 0.99 I-M 1.00 0.99 1,00 1.00 0-99 l' uR Zone -On Approach No No No No Adj Sat FIow.'reihlhari 1761 1761 1761 1909 1909 1909 1567 1567 1567 1983 1988 1988 Ad, Flow Rate, vehib 147 72� 125 514 1298 159 94 255 84 201 789 365 Peak Hour Factor 0-95 0.95 0.96 0-94 0-94 0,94 0-89 029 0.89 0-95 0.86 0.85 Perceni Heavy Veh �� 3 3 3 2 2 2 3 3 3 2 2 2 Cap,v&h 189 1032 177 716 1844 1001 99 408 131 224 895 488 Arrivc- Can Greer} U.06 0.36 0.36 0-20 C.51 0.51 0.07 0,19 0.18 0.12 C.24 024 Sat Flow, wetVh 3254 2941 487 3528 3629 1596 1492 2197 705 1893 3777 1650 Grp 'doltim (v.'veh?h 147 4-29 425 514 1298 159 94 171 ;4i8 201 ;89 365 Grp Sat Floos),veh/hlln 1627 1673 16555 1764 1814 1596 1492 1489 1413 1893 t88.9 1650 Q Servefc sl, s 6.7 32.9 33.0 20A 41.1 6.2 9.4 15.8 16.8 15' 3C.2 23-1 Cyde 0 lear(g-c), s 6.7 N.9 33-0 20,4 41.1 6.2 9.4 15.8 16-6 15.7 30.2 23-1 Ptnp I'i L3riC 1.00 0.29 1.00 1.00 1.00 0.50 1,00 1.00 Lane Grp Cap;oj, vehM 189 608 601 716 1844 1001 99 276 26 � 895 488 Vr'C Rat o."X) rj, 78 0- 71 0. ,1 C.72 070 0.16 0.94 0-62 0.64 0.90 0.68 C, 75 Avail Cap(c_a), weWh 228 60 601 716 1844 1001 99 298 283 2Z 957 515 HCM Pla'oon Patio 1.00 1.0 1. Of" 1.00 1 N 1.00 1.00 1.00 1.017 1..Do 100 1.00 UpstreamFilteTfl) 0. 'A 0.94 0.94 3-00 1-00 1.00 1-00 1,00 1.00 0-84 0.84 0.84 Uniform Cel<�y (d), s)veh 69.7 40.9 41.0 55.8 28.2 11.6 69.7 56.2 53.7 65.3 552 29.2 Iricr Delay (d2), sfweh 9.9 6,4 6-5 3.0 2-3 0.3 71,6 2,2 3.1 28.9 7-5 4.1 Initia; Q Dalay(d3),sive:7 0.0 0.0 0.0 0.0 00 0.0 0.Lj 0.0 0.0 0.0 0-0 0.0 °iaile BackOfL 95%,veh)In 5.5 20-7 20.5 14.4 2$-1 4.1 9.4 10-2 10.2 14-0 21.1 14.3 'Jnsjg. Movemeni GeGay. s,'veh LAGrp €]elay(d),&Iveh 79.6 47.3 47.5 58-8 30.5 12.0 141.4 58.4 59.8 94-2 62.7 33-3 LnGr;) LOS D D E Cf3 F E E F E C Approach Vol, wef►1h 1001 1971 433 1355 Apprn�ch Delay, s�vch 52.1: 36.4 7T.0 �9.4 Approach LOS D D E L - - -...._..- - Phs Dura an {G+Y+Rcj, s 22.7 32.8 35-5 �9.0 15.0 40-5 13.2 81-2 Change Pe`,od (Y+R-.), s 5.0 5.0 5.0 4.5 5.0 5.0 4.5 5 0 Max Green SeHiDg ( max), s 18.0 30-0 28-0 54.5 10.0 38.0 10,5 72-0 Max Q C<ear Time (g_cr° 11, s 17.7 18.6 22.4 35.0 1'A 32.2 8.7 431 Green Ext Time (p _c), s 0.0 1.8 0.8 6.5 0-0 3.3 0.1 14.4 1nlie5�r�:prr� . HGM 31h Ctd Delay 49.9 HCM nkn LOS D 20`8 TMC 5:00 pm 01W2018 2018 Counts or: base Nebuo* Synchfo 10 Light Report F - SL P8go 1 Queues 2024 PM -1 P - l WBLT at Ac ess 4840' 1 Ay S & SVV Campus Or/S 348 St 11?28f2O24 Oki � �.�_ _ EBT M1- nT VVBR NBL PAST 1-:. T SRR Lane Craup Flow (wph) 147 854 514 1298 159 c4 339 20l 789 365 +etc Rabo 0.69 O,fi8 0.80 0.74 0.16 0.87 0.54 0.96 0.91 0.67 uCr'r DClay 80.8 34.4 54.1 19.1 1.4 123.3 54.5 i11.0 62.3 32.5 Queue belay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 Total Delay 80.8 "14.4 54.1 19 1 1 4 123.3 54.5 ` 11.0 62 3 325 Quen Length 501h (ft) 75 343 261 530 12 93 123 1 y9 392 199 Q1161P, Length 95th (ft} 115 395 329 401 5 W203 204 4322 415 193 Internal LlnR Dist (ft) 750 556 292 1085 lur.I Bey Length (ft) ,75 276 250 150 400 225 Vase Capacity {+ephj 232 1256 641 1759 1003 111 666 213 906 551 Sta-valion Cap Redo-tn 0 0 D 0 0 0 0 0 t'1 Q pillback Cap Reductrk 0 4 0 0 0 0 0 0 4 Sto. age Cap R&duc!n 0 0 v 0 D C. u 0 0 Reduced vic RWo 363 G.68 0.80 0_74 0.16 0_85 0.51 0.94 0-87 0.66 1RWrsectlarr Summry €7escriptiori: Traffic Count Consu.[a.ut - 10+2M014 f, g5th .carc,, in ,le volume 'xCe?dS capacity, queue may be longer_ Queue shovers is maximum after two cyple5, 2018 TM 5:00 prn 01 *12018 2018 Counlb oil tame Network Syrichro 10 Light Report PW - SL Page S H M 6th Signalized Intersection Summary 2024 PM - WP - wl VVBLT at Access - Optimized 4840: 1 Av S & SVV Campus Dr/S 343 St } 11f2a=20 � I - E@L 'EDT EBR UUI3L V413T W9R .h RL IgBT NBJ S6L SU71 _;ime onfigura}ion Traffic Volume (ve11 h) 140 693 119 483 1220 149 84 227 75 171 671 310 Future Vi)'.UrnE� i eMij 'C1 693 119 483 1220 149 84 22.E 75 T71 671 310 Initial O (Qb)_ veh 0 0 0 a 0 0 0 0 0 0 0 0 Ped-Bike AdjrA pbT) 1 .00 0f.99 #.00 0.99 1-00 0.98 `..00 0.99 Parking Bus, Adj 1.00 1-00 0.99 1.00 1-00 0.99 1-00 1,00 0.99 1.00 1,00 0.99 'Alork Zor-Ee 0,1 Apprw� No No No No A,dj Sat Flow. vehbin 1761 1761 1761 1909 1909 1909 1667 1567 1567 1N8 1988 1988 Acj Flow Rmc, veh`fi 147 729 125 514 1298 159 94 255 84 N11 789 365 Peak Hour Factor 0.95 0-95 0-95 0.94 0-94 0,94 0.89 0,89 0-89 0.85 0.85 0.85 P-rcer.. Heavy Veil, % 3 3 3 2 2 2 3 3 3 2 7 2 Cap, vehll� 191 956 164 775 1905 985 111 42a 137 225 905 493 Arr.-ve Or. Greer! 0.06 0.34 0.33 0.22 0.50 4l-50 0.07 0.19 0 19 0,12 0.24 0.�4 Sal flow,veWh 32 2841 487 3528 3628 1595 1492 2197 705 1893 3777 1650 Grp Volume(v), weh,'h ;47 429 425 514 1298 159 94 171 168 201 T89 365 Grp Sat Flows).vehlhllri 1627 1673 1654 1764 1814 1595 1492 1489 1414 1893 1889 1650 Q se, ve{9-s1.s 6.7 34-3 34.4 20.0 42-0 6.4 9.3 15-6 16.4 15.7 30.1 22.5 Cycle Q Clearfg-o'), s 6,7 34.3 34.4 20.0 42-0 6.4 0-3 15-6 16.4 15.7 30.1 22.6 Prop In Lane `.C.O 0.29 1.00 1.00 1 00 0.50 1-00 1.00 Lane Grp Cap(f), veWh 191 563 557 775 1805 985 111 290 275 225 905 493 V;C Ra,-,)(X, 0.77 0.76 0.76 0.68 0.72 0.16 085 -0.59 0.61 0-89 C-.87 0.74 Avail Cap(c_a)_ veh!h 293 563 557 775 1805 985 129 298 283 278 982 527 HCM PIi)`Cor RMio 1.00 i 0L: 1.00 1.00 1-M 1.00 - X 1 Q0 1.00 �.R 1.00 1.00 Upstream Filter(I) 0.94 0-�4 0-94 1.00 t-00 1.00 1-00 1-00 1.00 0-84 0.84 U4 Uniform Delay (d). Vv0 C. 6 44.4 445 53.5 29.5 12-2 68.6 54.9 554 65.1 54.8 28.3 Ina Delay (dZ), ,5Neb 2.4 8.9 9-0 1-7 2.5 0-4 31.2 1-9 2-6 19.6 6.5 3-7 Initial Q Delay{d3j,siveh 0.0 C.0 00 0.0 0.0 0-0 -..0 0.0 0 C 0.0 00 0.0 °lade Ba 0fQ(95%),vehfln 5-1 21.8 21-7 14-0 25.7 4-3 8.0 10-0 10-1 13.2 20-0 14.0 Unsic. Movement Delay, slweh Ln qp Delay(d),s,?YO 72-1 53.3 $3.5 55-2 32.0 12.6 99.8 56.8 58.0 84.7 61.4 31-9 LnGm LOS E D D E C B F C � F E ,. Approach Vol, vWh 1001 1971 433 1355 Appro.adi De>ay, slveh �6. ` 36.5 66.6 56.9 Approach L8 E D E E .G T- z Phs Dusatiu (G+Y+R0. s 22,8 34.2 37.9 55-0 16.1 40,9 13.3 79.7 Cnange P6rioa" +Rc;, s 5.0 5-0 ti.0 4.5 5.0 5.0 4.5 5.0 Max Green Setting f Gmax), s 22.0 30-0 28.0 50.5 13.0 39.0 13-5 65.0 Liax Q Clear Time (9_C+11 . 17.7 184 22.[) 36 4 11.3 32.1 8.7 44,0 Greer, Ext Time f p- c} s 0.1 1 8 0.8 5.5 0.0 33 0.1 12.0 - Suni' ,-, _ _lav _ 2018 TM C 5:00 pm 01 WJ2018 2018 Cou r -rs on Base fretwork PVW - BL Synchro 10 LigbI Report Page 1 Queues 2024 PM - I P - w/ VVBLT at Access - Optimized 4 40: 1 Av S & -SW GarnpusDNS 4 t 11IM2020 va YdaT MR l'a NW SOL-- L�re G'caP Row{vphl 147 854 514 1298 159 94 339 201 78i; 365 v)c RE160 U2 0-71 0.80 0,77 0.16 0-74 0.53 0.85 0-89 0,65 cortiro;Delay 75.5 37-3 u2.4 21.7 1.5 100.2 54.6 91.6 60.4 30.1a Queue Delay 0.0 U 0.0 0.0 0.0 0.0 0-0 0.0 0.0 0,0 Total De?ay 75.5 373 52.4 21.7 1-5 100.2 54.5 916 60.4 30.6 Ou2ue Length 50th (11) 75 354 260 596 12 92 123 193 388 187 0:'iw Lcnpt:rn 95th (R) 115 419 312 530 12 4168 204 #262 387 i93 Internal. Link Dist (it) 750 556 292 1085 Turn Bay Ler.gti (Fr:; 1. 5 275 250 150 40-9 225 Rase Capadty(vph) 298 1208 641 1683 1014 145 6V 261 930 586 Starvation Cap Rcwudn 0 7 0 0 r, 0 0 7 G 0 �fflWd Cap ReducM 0 0 0 0 0 0 0 0 0 0 torag-v Caa Rcductn C 0 0 Q 0 0 0 0 0 0 Reduced vlc Rabo 0.49 0.71 0-80 0.77 0.16 035 0.51 0.77 0,65 0.62 Description- TF8f C Count fionsuftant - 1U22.+2014 95th p�,rnen"le volurne exc&Ms capady: queue may be longer Queue shown its maximum after t%vo cycles. 018 7MC 5:00 pm Ott M018 2018 Counts on Ba3c Network Synchm 10 LigM Report PY0 - SL Page 1 r , H NC 6th TWSC 2024 Pm - VVP - wl WBLT at ,Access 1 Av S & Site Access 11127i2020 IntDelay, sNeh 0.5 l�- alert_ SBA ri Lane Configurations`` ) ft Traffic Vol, vehlh 24 29 357 21 18 1265 FjtureVoi. veWll, 24 29 357 �1 19 1255 Confaidng Peels, Of 0 0 0 0 0 0 S;gn Control Stop Stop Free Free Frce Free RT Cbannelized - None - None - None Storage Length 0 25 Veh in Median. Storage, 4 0 - 0 - Grace, % :1 7 1 Peak Hauf Factor 100 100 100 100 100 100 Feecvy ' i Lies. 2 2 i 2 2 2 Mwrnt Flow 24 29 357 21 i8 1255 iF+� 7ffR lnt Mh6r1. M*11 wor2Conflicting Flow All 1032 89 C 0 378 t! Sage 1 368 - - Stage Z 664 Wica5 Hdwy 6.84 6-�A - -1.14 - CMicai -1dwy SLg 1 5.84 Cr k-al Hdwy Stg 2 5-8'` Foliow-up Hdvilj 352 3.32 2.22 Pot Cap-1 Maneuver 229 821 - - 1177 Sage 1 670 - - tage 2 474 - - PIaloon hlockeo ";) Mov Cap-1 Maneuver 226 321 1177 - Mov C�:p-2 Maneuver 349 - tage 1 670 Sage 2 467 Km 0a13_-o; Oelay. s 12,.S HCIVI LOS } Minor LanalMa'or Mvmt N5 NERMI-rd BL B- -� Capacity (vehlh) - 509 1177 - HCM Lane WC Ratio 0.104 6.015 HCM Conti Delay xsj - - i2.9 9.1 - HCIA Lang LOS - B A HCP, 95th %tile gveh) - OA 0 - 2018 TTAC 5:00 pm 011022018 2018 Counts on Base Network Synchfo 10 Light Report PVC - 51- Page 1 H S M 6th TINS - Site Access & S 348 St lat Delay, $heft 0, 024 PM - VVP - wl 1 BLT at Access 1112712020 Lane Confmurations t'+ I til F Traffic Vol, vWb 922 17 33 1852 0 20 FL-ffe 'w('l ' OM) �122 17 31 `A52 0 20 onfl[Ong Peds. Air 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop FAT Channelized - None - Norse - Nme Storage Len g-h Z - 0 Veh irr Median Storage, r 0 - - 0 0 - Grade. % 4 -1 0 - Peak Hour Factor 100 100 IOD 100 100 100 Heavy Unh;rles.:, 2 2 2 2 2 2 Mvmt Flaw 922 17 33 1862 0 20 wxAllmum Conflicting Flow All 0 0 939 0 - 470 Stage 1 - - tage 2 - wdcat Hdwy = - 4.14 - - 6.94 ;itica: Ndwy Stg 1 - - - Critical F:dwy Stg 2 - - - - - Follow-up Hdwy 2.22 1.32 Pot Cap-1 Maneuver - - 726 - 0 540 - Stage 2 - - - 0 - Pl,9toon bIOCk U. 'X., f tov Ca-1 Maneuver - - 726 - 540 mov Q%)-2 - tage 1 - St c 2 - EE� l l HCM Contal belay. s 0 0.2 11.9 9CM OS � C-�•T..-....—.�.y,�. .yF.-�T ya`- fY17W�4 t l' Y16L B .. Capacity (vWh) 540 726- -1CM _ane ViC Ratio 0.037 C„045 HCM o*d Delay (s) 11.9 10.2 - HCM :-ane LOS B 3 i-GM 951h °1 le Q{weft} 0-1 0.1 - 2018 TIVI 5-0 pm 0110212018 2018 Counts on Base Neftvork Syrwhro 10 Ughl. Report Pvv - 5L Page 1 H M 6tb TWSC 2024 PM - V P - wJ I BLT at Access 4: S 348 St & DfIveway to east 1112712020 Inte'sec iorl Ir��ln c?.1cE1 (1.1 MevemPL EBL E B k WET VV _' F Lane Confignra`ioms ) t+ t Traffic Vol, vehiin 1 943 1879 1 4 6 Future Vol. ve'h.+h 1 943 1879 4 S Conflicting Peds: Air 0 0. 0 0 0 0 Sign Control Free Free: Ffep Free Stop Stop RTChan mlized - None tone None S'4ra4e Length 25 - 7 Veh in Median 5terage. # - 0 0 - 0 - Grade. %. - 4 -1 - 0 - €'eak Hour Factor wo 100 100 100 100 100 velicles. % 2 2 2 2 2 2 I.Avmi Flow 1 943 1879 1 4 5 M8`o� 1inor ma` r1 Ma'br2 Mr=2 'uor,�ic�ng F'o'.v .�li 198C 0 94 Stage I - - - 1880 - Stage 2 - - 474 - Critical Hdwy 4,14 - 6.84 6.94 Critical Nd,%ry Stg 1 �.84 Critical Hdigy Stg 2 - - 5.84 Follow-up Hd%%ry 2.22 3.52 3.32 Pot Cap-1 Malietiver 315 - - - 30 265 Stage 11 - - 1�0y+6y - yy Platou:7 hlockec. #, vCap�1 Maneaver 3iS ' 30 265 Mov Cap'2 Maneuver 88 - tage 1 - - - 106 State 2 - S92 HCM Control Delay, z 4 0 31.3 RUA LOS D A } IJERi, MT - Capiaak (vWh) 316 - - - 147 HFW Lane %41C RAO 0.003 0.068 FtCM Control Delay 16.5 - - - 31.3 HCMLueLOS C - D HCM 95th'Afile Q(veh) 0 - - 0-2 2018 TMC 5.00 pm 01)0712018 2018 Courts on Base Nalwork Spchro 10 Light Report PVW - L Page I 5- � � � m @ � � U » 4 f � 2 � ul L / 0 — c IX 7 § 2 a, 0 \ E > - E L � CL � $ CL � � � 2 S � � � a \ r s L >1 kn qJq CD 1— a a-F h � 0 L 4PO - L 0 .; CL a a 2 S4 $ Q '3 CL CL 0 41 Q} CL D O 4 CL 0} � 96 rn l9 CL ❑ LL qu 3 e � do a � C � 4] f rry f -0 0 4 O -06 m j Z) q} O a w c �c m _ 46 m 4 c �q T s6 n 0 {} U � m t m 0 6} p U � � � C S W m � � Q N -q 4q O O U 10 O 14 ❑ }, in e c M Cl a � � P ID -0 a a6 ❑ A � 4 � co L � u C � m V C6 _ c ❑ iR w O z A ZZ U Alp w ail C4 �:1 k \ R ct % \ & / a g 7-- 0 � 2 U � � C � >1 -0 � $ � m � U 4 \ m � k k LA 7 41 7 t � � CL � \ 2 t ■ } k \ E � f CL f tn a w � � � 2 0 m \ R E m � 4 N � � m a L M O} C 3 c ua 3 � ❑ 0 Cm Q } � e nD m o CL ram., u0 ❑ L � 4 p � ck O o O � ❑ p -0 N Ap � {4 .a m '} ED 10 oh 4 G7 � W C 3 � � � L ao E w I € ❑ 0 - c ip . - as o � C cu a, 'o e � T C ;p {C6 2A O C O ❑ C 72 w {O p 0 Q Q n 0 to 1:: 0 ❑ b o E q o � o � � C ❑ 9} cm U � w � � f O C Qs CL -0 E CL fo E C C] A U} CL m 0 4 CL Q} � _ f # c N d » t ( 1:� n � � $ 0 2 im 2 2 U W 2 @ � .� \ \ > « � � � � M $ � fu U » � ƒ _ ¥ 2 k 36.. f $ o »f \r 2 .. o E \ \ \ k � k L J w w � � � � @ � 0 k � � a t w k \ � I $ ru (D � � tn Q � W 2 U 7E �02 ■ � 0 Q @ � � § � E � � _ � � 2 m � w � � I 7 < 7 7 6 \ LN � w t - LL Z O a6 Q O O CL 0 Ix 4 3 0 C Q3 47 {p CL jD V. O L4 ip m 3 � 4 03 T d 41} } . a) L CD u C_ d r C ❑ D LL 7 Qb U en ❑ c � t 0 3 W i} O — d � W C d ap to -- io j m jo T 7 � � E L w a m 2, :; _ 93 +j ❑ ih QS � C Q fr, } C -0 {4 O � W � � e 4:6 3 V6 G pJUO if] A � W {¢ dj 49 'TJ {5 O oh � � d N lb O s.7 E 4 m � TI G 0 {1] O z io U) 0 jalp, m m sh sY iY iY s. 0 w W w {} r p 1 h w 9999 � 4 m � * F O h �8 fY ryry O O b pp pp p OH � ON } P I pp sOy ry w {a 3 3 19 U. ry <y C {} p rpm Y n I GpGp ��yy - J LL M M�L 'ivy � U� {ti F � � 4 " a` o w r' a: M 3j'ES } u 8 v�,- 2 — K n� o9Fi Swb EaA ��V$ Aw u� •J 9M 9!c � �3 � 13 �o+�+km Sao xa Q � 2 dF W Q1 N p} x ruJ u p m n o .. syUS 12 th�{ i VJ n rp G] r'. v}�, r. � P•`—` ��w �� b�_F� fan io i to iR et 4] •[yy 44 d ¢ 44qF'^Ln�4 ✓i s ¢ n l4 44m44rr^t c 4`.ts 2wr lime foY Na i'J 1 sv N _ i'- - Vi r G/ U tlJ la U VJ — 0 LL m u R 03 r 9 Alt F& E. 45 o 94),92 23 cE (0 0 4n 1% PUBIAC WORN3 DEPARTMENT 33325 gu' Avenue South CITY 4F Federal Wuy WA 9$ )3-632.5 Way �5'r835-270{�; r'ax �53-835.27[39 Federal u}wu.raw +ii ra]way.CO.T TRAFFIC IMPACT FEE PROGRAM FREQUENTLY ASKED QUESTIONS The City of Federal Way has adapted a Traffic Impact Fee Program (TIF) (Ordinance 09-627) with an effective implementation date of July 1, 201b. T1ua guideline is designed to assist the development commonity in understanding the Traffic Impact Fee Program. What are Traffic Impact Fe ? Impact tees are charges based ou a set fee assessed on all new development aetivily to pay for capital improvements that are needed to serve new development. 'Traffic impact fees are collected to improve the transportawn system to accommo We (be higher travel derriwid created by new development within the City limits of Federal Way - The Revised Code of Wa Ungtonz (R W 82-02,050) defines, traffic impact fee program6 as intLnded to-. ensure that adequate ftfeilities are avaikfbic to .serve new growth: estubf4h standcrras by which new growih and development pay a praporHicynare ,chime of the cost of new facilities needed to sere new growth and developmem, and ensure then impact fees ore #reposed through established procedure's and c•rileria spa than specific dePeTormears do not pay arbitrary ,fees or duplicative feesfor the same impact. When is Traffic Impact Fee Duel For commercial developments. fees will be calculated based on the impact tee schedule in cffc ct W the lime a completed building permit application is filed and paid prior to pemit issuance- For a change in use for which no bxnilding permit is required, the foc will he calculated and paid based on the impact fee schedule in effect on the date of an approved change of usc. For all applications fnr single-family, multifamily residential building pc, t its. and manufactured home permits, the total amount of the impact fees will Inc assessed and collected from the applicant when the building permit is issnxcci, using the tee schedule then in ef#ect- However, for simple family residential dwelling the applicant may request, at any time prior to building permit issuance, to defer to final building impection the paynwnx of a transportation impact fee. Refer to defer payment of impact fee code for process. With the deterral of the fee payment, a covenant prepared by the City to enfuTce payment of the deferred fees will be recorded at the applicant's expense on each lot at the time prior to building fertnit issuance. Exemptions Limited exemptions are cslablished in the impact fee ordinamce. T11e following development activities which do not generate any new trips are excluded from the obligation to pay traffic impact fees; • AlteTation or expansion of an existing struc:turxe that does not add any square footage • miscellanncous Improvements which do not increased p-m- peak trips, including, but not limited to fences, walls, reddenntial swimming pools and signs; ■ Dernolition or removal of a structure within the City • Miscellaneous permits such as Electrical, Fire Protection System, Mechanical,Plurnbing, Right -of --way use, Shoreline and sign permits; • Rezones, Comprehensive plan amendments. Clearing and Grading, Commercial subdivisions, .boundary line adjustment and Lot line eliminations, Will I receive credits against the impact fees for my laud dedication and/or construction? The applicant may request that a credit or credits for impact fees be awarded to him/her for the total value of system improvements, including dedications of land, improvements and/or construction provided by the applicant- Credits will be given on a case -by -case basis and shall not cxC d the impact fee payable. Any claim for credit must be made prior to the issuance of building permit (payment of the impact fee) - Credits far the construction will lac provided only if the [arid, improvements, and/or the facility constructed arc listed as planned transportation projects in the Rate Study. No credit will be given for code -based frontage improvements or righl-oir-way dedications, direct access improvcrnetrts to and/or within the subject development unless the, improvement is parl of a project listed on the hate Study. Cau Impact Fee Adjustments be made? Yes. l-he applicant may submit an independent fee calculation for the development activity. Thf; documentation submitted must be prepared by a traffic engineer licensed in W.ubington State and shall be limited to adjustments in trip generation rates and lengths used in the mate Study. Th4c applicant will be required to pay the City on an hourly rate to cover the cost of reviewing the independent fee ealculation- Can I get a refund if my project does not proceed? The applicant may request for a.refond, including inttzesl camod on paid impact fees when= 1, The applicant does not proceed to finalize the development activity for which the: impact fees cry imposod as required by statute or the international Building Code, and 2, The City has not expended or encumbered the impact fees in good faith prior to the application for refund. If the City has, expended or eucunibcred the fees in good faith, no refund wilt be provided. However, if within a Nriod of three (3) years, the same or subsequent owner of the propcwy pa-pceedc with the same or substantially similar development activity, the owner shall be eligible for a credit. The owner must petition the City in writing and provide receipts of irnp o fees paid by the owner for a development of the same or -,ubstantiAly similar nature on the scone property or some portion thercof. How is the impact fee determined for a change in use? For a change in use of an existing; building or dwelling unit, including any alteration, expansion, replacement, (yr new aeectsrrry building that generates of %%v trips, the impact £cue will be assessed based on the difference between the new uses and the prior use. If no impact fee was required for the prior use, the impact fee for the new use shall be reduced by an amount equal to the current impact fee rate for the prior use. Haw often will Impact Fees Uates change? The T[F rates will be indexed every year based on a three-year moving average of the Washington State Department of Transportation Construction Cost Index, A major update with a new rate study will occur every three years to account for new projects added lO 111c 6-rear Transportation improvement Program (T'[P) and the Capital Improvement Program (CIP). How do I calculate the Impact Fee amount for my project? Traffic Impact Fees will be determined by the City at building permit stage based nn the fee Schedule in effect at the time. The TIF is rise sed based on the land use category (proposed development) as depicted in the impact fee whedule multiplied by the per unit cost. Total Impact Fee Cost - (Total 1 nif of Devefopr ens) x ( Impact Fee Rine per Vail) Below are examples of a typical pnJect: Land Use Category - Project Siac (A) Impact Fee tta#e. T (Per Ifni[ Cost) (B) 'Total Impact Fcc cost (A x 8) Single Family 10 Dwelling Units $3_,999 per Unit $39,990-00 Multi Family 100 Dwelling Units 2,593-00 per Unit $259,3{]i .W Fast Food Restaurant 2,500 Sq- F[- GFA 1 338-25 per A/G>*A $95,625.00 GeWe_rA Office 35,000 Sq. Ft, GFA I G-06 m sflGFA $212 00-00 Nun: GFA= Gross Floor Arc y$ Tlu` cL:% lItigcd in the fable do not irxlude rhw three p ment (3%) adlniniowivc P-c- ne mJmanislyd[ive fee is nit gftdirahle rW refundable, and must be paid rit dKt rune time as, the impact h-c- floes this mean I will never have to prepare a Traffic Impact Analysis? No- The impact fee only covers off -site traffic initigation derived from plannud tsansportat1011 projects as listed in the lute Study- Additional inaproverneni may N_- required as determine on a case -by -case basis. The fallowing are exampleN of edditioAal requirements the applicant may need to hire an Engineer to complete; Parking Det'nand and Utilization ■ Specialized Land Use and Trip Ckneration Safety analysis (Sight Distance Analysis, Queuing and Gap analysis) ■ Neighborhood Traffic lmpac ■ Design of Mitigation Improvements such as signals, turn lanes, access, or new roads f Traffic inipacts over 100 trips in other peak hours, such as niorning and weekends Can I pay the Traffic Fee instead of the pro -rasa mitigation identified in tine Concurrency Analysis for my pending project? No. Any dcvelopme tt permit application with a concurrency application in conjunction with a complete land use application iq vestod to the current pro-rata mitigation system- The applicant may migrate to the impact fee system only if the existing land use application expires or is cancellcd by the applicant - Additional Information Additional information regarding Traffic Impact Fees is available on-line at www_Jl.Yql_(gd rtLW-1 t�i�i or Lzoriuict Sm-ady Long, Senior `I'ranslx)rEalion Phnnirrp, Engineer (253) 935-2743 or Sacady-long (0citvotfederalwav,COF11, t-%Tlt W&I ti.rpen lYVo17 Me_diW-WritNOF.' p7RAMCTkfPA{'rFP..F.$ Jon2619-doc 3 01Federal Way Impact Fee Components and Schedule Ind UseITF - - Cost Per Trip End Land LJae C ede liagie Unit of '(`rip ]Heir i,re Rate — - New Trip % Now Trip Rate {, .." . -. AvgJrip Length (116ies) _ - -- 3.1E Trip Ixnl Ad�justxll[ — o kik A. RESIDENTIAL Sin k Family Detached 210 Multi -Family - (ApartmenYLow-High Risc) .. 220,221 N!A dwelling IA1 100% J-01 3-5 33 - --- dwelling 0-62 100% 0.62 Senior HOU. int 251 dwelling 0-31 100% IUU{,�; 60% 1 0-59 15,49 23 1 Mobile Romc in MH Park B. COMMERCIAL - SERVICES Drive-in Bank 240 912 dwelling .f/GFA 0-59 25,82 2-� 1.5 i � Halt] alp room 0-59 100% 0-59 4-0 Motel 320 room 0,47 100% 0.47 4.0 Day Care Center 565 sf/GFA 12A6 75% 9.33 2-0 i Library 590 132 sr/GFA sf{ FA 7-30 75% 5-48 _ 1-7 1.7 i Fv-st Gf ice 11,12 75% 8,34 Service Station 944 VIT 13-87 40% 5-55 1-7 i Service Station with Minimart 945 ;;f/CTFA 97,08 30% 29,12 1-7 � Super Conv MarkoUGas Station 960 sf/GFA 69-2 -10% 20,7S Auto Care Centcr 942 SVGLA 3-38 70% 2-37 1 � Movie Thcater 444.445 seat 0,07 85% 0,06 2. + � Health Club 492,493 sfl FA 3.53 75% 2-65 3-1 C. COMMERCIAL - INSTI Y'1` TI N Elements School 520 s11GFA 1-21 0% 0-97 1,7 � M iddlelir Iligh School 522 sffGFA 1,19 BUJ% 095 ry - 2 7 High School 530 st1GFA 0,97 80% 0.78 3-7 A"istcd UAn . Nursi ng llome 254 bed 0- 2 100% 0.22 2-8 � Nursing Home _ 620 bed 0-22 100% 0-22 2.8 � Church 560 xffGFA 0.55 100% 0.55 3-7 Cemet 566 acres 0,46 100% 0.46 4-0 llos it1 D. CONWERCIAL - MTAURAINT Quality Res[aurant (1{} 431 sf}GiA sfIGFA 1-14 7-49 8096 60% {}.91 4-49 4.0--- 3A Hi-h Turnover Restauram 932 %f/GFA 11-(5 60 v 6.69 T 2-3 i Fast Food Restaurant 934 sfIGFA 33-84 50% 16- 2 2.0 � eesso with Drive -Through W E. COMMERCIAL - RETAIL SROPPINC Shopping Ccnta 3. 938 820 850 xf/GFA sf}GLA sf/GFA sf/GFA 75,00 3.87 10.50 52.41 20 n 70% 75% 45% 15.00 2-71 7.88 23-5 2-0 2.1 2-1 1.3 a I + I u errnaTket Convenience Market _ y 851 Free Standing DiiC{}unt Store 813, Sf 5 rf7GFA 4-67 70% 3-27 2.1 t hardware Ndnt Store - 816 sfIGFA 4,94 40 1-94 1-7 I Specialty Read Center 914 sf}GFA 2-71 5{]% 1-36 13 t Furniture Store S90 862. 881 _ sf1G1~A siflCTFA %flGFA sfIGFA sfIGFA sflCi14A 0.45 2,37 10-35 ~ 2-59 1.49 3A6 60% 70% 50% 90% 94 75% 1 0.27 1.66 5,18 1-7 2A 1-7 t r Home Improvement Su erstorc Pharmacy with Drive -Throe h � Car Sales -Newt Used IF. C OMMERCUL - OFFICE 710 Caeneral Office 841 710 720 2-07 134 2,60 4-0 4.0 4701 Medical Office G.INDUSTRIAL Light IndurtrylManufactufing 110,140 %f/ FA 0,97 100 0.97 4.0 Hca�7 Industry 120 slVGFA Q_b$ i(H)% 0-63 4_0 industrial Park 130 AIGFA 0,&6 100% 0,36 4.0 Mini-Warehouse/Storage 151 sUG A 0.26 100 0_26 4.0 warehousio 150 sflGFA 0.32 100%- 0.32 4.0 City Ct.ntcr (CC) Impact Fee Rates* N/A Multi-Family(C(} dwelling; 0-62 100% 0,62 3.7 Scmiur Houain (CC i 211 ihme lli ng 0.31 y l Off 0-3 ] 2_8 lkivc-in Bank (c.c'I 912 -&GFA 25.82 60% 15.49 aAY care Canter (CCj 565 ,sf/GFA 12.46 75% 9.35 Ut (c) 590 sf1GFA 730 75% 5.48 Post Of cx (CC1 732 sf/GFA 1 1.12 751, 8.34 movie Theaccr (CC.) 444,445 445 seal sf/GFA OM 3 53 85% 0.06 rzH�illib— Cluia (CC) 492, 49.1 75�Yn -65 Commefefid-Req&ur umt Remauaani (CC) 93E rf/GFA 7.49 60% 4.49 High Turnover kLamrant (CC) g3 x sflGf A 1 1. T 5 i 0% 6.69 FJsL Food licstaurant (C(7.) 9�4 sUGFA 33.84 50% 16-92 Commercial- Retail ,tik i ShpppinZ C:cnicr (CC) 824 950 -,9GLA _ fiflCCi;A v 3_87 M_5) 70% 2,711 snEx7mIrkeL(CC1 '75%. 7.88 Hkarmauy wish Drive=lhrcogh (CQ 881 sf!GFA 10-35 5O% 5.18 Caxruarc+ai - ere Cirncrai Office (CC) 710, 715, 75U sfKF:A: 11.41) �� I.34 A�Ca'II[:3lOff]CC (CC) 720 SfIGI;A 3,4Ci 75% 2_60 Now, {'LA = CkG,ii I Laiablc 1�i;1 CC _ CIty Ce1LICi For umi with l: nit of Me4surc in sf-, Lrip raLe ik VWn ai Iripg per I,0W hr VFP = Vchic&; Fuciing Pasitiom (Maximum T3umhrr of vehic Ics thaq cin ba fueled siulu11:mtmu: jy) 3A 10 2.1 1.7 4.0 4-0 a} 5rf}k ' C:h 11% %0 1-1 a,4 r a r, .r, rF, 5f 5F, 6n .� H rri CJ+ G+ n0 '# Os f ! C% {`! Ls U5 Lr! kell t .. :Y. ail k^ IF.. W'i IC. f-� r- b cm CD cp �D q F� +� In e� uo ao •L try rrz rn t1i {11 f -t 1-•1 CJ [`] cn N � � � N � e k G in 45 7- tr. 07 f % , {41 GG lti rl m C;� 5F. h to 7C 5F. 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