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HARMONY TECHNOLOGY PARK-CELESTICA - PDP - 12-97A - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY
Multimodal Transportation Level of Service Manual US Standuds for DorddP014" Review - Biryde Figure 7. Bicvde LOS Worksheet base con>ecdvihr specific connections to priority sites: description of applicable destination area within 1,32irt including address gewe,e-ri Ac Ai? �U C kf AleLt 0.0 C RR [21 WILD WaOO FARM 3 nK ES To�c1 � �yy TES-' s w �c.IRuauY�C2q S(/mj,105 LOGIC, [4] tiw 6�aR�uouV/Cf��( l FU-ru. level of seervviicee - cnonectivity Uwi � 1 achmi 1 P�P°ai°u 1 A ®IN aaaaa�r � a� min MIN N MIE p. 20 CIE 4 S(XG�' LA."tr e Ct $IKG LAOI C 29 8IKa /-Ajw�= WARMdAjY 4AD P, i KG LA+L,v' /f,o �,Ho•tJy ,�o�►� City of Fort Collins Transportation Master Plan Z. i CotiTrtiu r iY &SL=D UPOti ASSURAPriOAuq� CA-23ovc) AAj 1 CGt- s7(eA Coe -a el4V)o %30 f LAS -SI DGw4L(<S A o J A c. eAu -r --r o s r r!5� -H c,e 6- w rLC.., P, r. p C..oA) rrouuou s ►"CEStOAU o eAbSS -@ jrGmuAL -AT 144RO VA/Ylc/2 I 4 L A •� cis .__. e s Ifo s r3 At 19,6-tZ WOO b 1 4 4A PJ k� o o-L V� 1 IJ 1 U 1 II 2 , cwLt; r-r—VAC.(e • CRo35 CRg -@ S16NAL� JrG-,tVAC. 4T /�a2a+ati1V�C2oi r4T tYi42�tdrtJE�/C� Pl C mil) . C29 - @ ='r GOuAC AT' 9A2 a�Uy/ei� 4- C /Wj co s s 4, S YN4e1os e- " Sr � 0.1 rlL. — iii4 �?/•1 asiJY — ¢ LAaU� S :. � OS V150Ae, 1A)rt3eusr/A04Gurrp SccuRt Y� ALL eu ►cr -ro C'rrY S-rRe-, rs/Sr b&C0ALCS S>►Lr -ro C?rrY arb� A p.f/ J / / ri 6- p rrz I ASV C.. O s symisfas eQGIc Wl(_( Sioa'wAc.KS . A-b d ACGr,vr -ro r. G- �T v� C�24 -& N.eR�o�vY� • Pgc- Sro.*u Oerouresle. cvic.c. G' OMPt.v7'b A D 3 A c a'il�T To TH G ram. / reap- ` C 2 q & !4AgmovV/ • P/' ,>-r�.K.� �wuHa" S WICL ComicpLGrcz ��Da'wAtkS A UTAcGA.,r To TNG Sir6-. (fc 2 9,%> • lto-wco.: r-r-Pkct-AP-D t.J)l« /3urch '3/D&WALK VA-)EA%r srvc:- or Cre9 �I ��GTUE.SS t0sLL)OCrO j ,rA,lO 1CQSr0/J OwrudlG�6`� O 4c20ss Cie? Los A �. 'f�cw�ETr- PAC rAreb Alm - /. o Ac (2o ss l(AOeMOoQY 4AO • L o S �. P�CS.T0A-) e[3.uTE� A e.o s S e 2 01 Los 4, Sy.Neias �o�iC Ac Ra'�s fl,a(�Auovy �oa� A�b �' 2 I•s / j A Multimodal Transportation Level of Service Manual P i8 tAS Stamiards for Development Review - Ndmrian = Pip-ure 6. Pedestrian LOS Worksheet project lob on classimfizafu= (enter as many ! �- - L level of service iminimum based on project location diassiiation) dL�tian of avaAamimie- desfization area M"i. i._ i ( P.Sv�'rcatroa ®k �s 1j is+-' ' tell) irovrr '°is.w� �0 aer. re PeEs-oiTww ti s proposed A 1'UTUQ�1 - n*wMEn 6 >3 4 B B Propo f� 13 AM � mi�nan g B (j $ t3 ����jTON �BRlfE2 eOMMbQc�A xtual CFiJTU�t= J ,�1 proposed A /�R AIR nminrsn � j � � 13 3 a�.iyt!%rGs LOG/G— OFF/�, xhwl C F(l TU Ie E J proposed A City of Fort Collins Transportation Master Plan APPENDIX H HCS: Unsignalized Intersections Release 2.1d Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------------- ------------------------------------------------------ Streets: (N-S) cr9 (E-W) timberwood/celco acc Major Street Direction.... NS Length of Time Analyzed... 60 '(min) Analyst... ................ mjd Date of Analysis.......... 8/14/97 Other Information......... am om shor bkgrd total Two-way Stop -controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R �____ ____ -___ __-_--_____ ---- No. Lanes ; 1 1 1 1 1 i i 1 < 0 1 1 < 0 Stop/Yield ; N; N Volumes 20 35 5; 105 50 40: 210 1 20i 5 1 130 PHF 1 .9 .9 .9; .9 .9 .9; .9 .9 .9; .9 .9 .9 Grade 0 0 0 0 MC's (%) i SU/RV's (%); CV's (%) I PCE's 11.10 �1.10 �1.10 1.10 1.10:1.10 1.10 1.10 ----------------------------------------------------------------------- Adjustment Factors Vehicle Critical Folio. -up Maneuver Gap (tg) Time ") ------- ----------------------------------- Left Turn Major Road ------------------- 5.00 2.110 Right Turn Minor Road ° 50 2.6v Through Traffic Minor Road 6.00 .3 Left Turn Minor Road 6.50 __=u HCS: Unsignalized Intersections Release 2.1d Page 2 Worksheet for TWSC Intersection ------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 39 56 Potential Capacity: (pcph) 1323 1297 Movement Capacity: (pcph) 1323 1297 Prob. of Queue -Free State: 0.68 0.98 Step from SB NB -Major -Street -2_---- -----------_ Conflicting Flows: (vph) ----------- 45 i00 Potential Capacity: (pcph) 1632 1536 Movement Capacity: (pcph) 1632 1536 Prob. of Queue -Free State: 0.92 0.98 -------------------------------------------------------- Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 278 240 Potential Capacity: (pcph) 780 816 Capacity Adjustment Factor due to Impeding Movements 0.91 0.91 Movement Capacity: (pcph) 707 740 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street WE E8 -------------------------------------------------- Conflicting Flows: (vph) 245 =� Potential Capacity: (pcph) 764 683 Major LT. Minor TH impedance Factor: 0.91 c Adjusted impedance Factor: 0.93 0.93 Capacity Adjustment Factor due to impeding Movements 0.91 0.82 Movement Capacity: (pcph) 696 558 intersection Performance 5ummary Flow Move Snared - cal Queue ?.__rca-_ Rate Cam ___ _eiay Len= n _ __ _ Movement (pcph) (ocoh) (m='=").___/veal EB 256 558 ii.} EB T 1 --_ > ... EB R 24 1297 125c. __9 W• L 7 6c'z We, T _ i 707 WE R 158 1323 > 13,16 3.1 0.4 - NB L 24 1536 2.4 0.6 58 L 129 1632 2.4 0.2 ..._ intersection Delay = 5._ seciveh = = = = = = = = M M M r = HCS: Unsignalized Intersections Release 2.1d Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2063 Ph: (904) 392-0378 Streets: (N-S) cr9 (E-W) timberwood/celco acc Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst. ............ ..... mjd Date of Analysis.......... 8/14/97 Other Information........ am pm short bkgrd total Two-way Stop -controlled In ersectio Northbound Southbound , Eastbound , Westbound L T R L T R L T R L T R ---- --_---__---- ____ ____,____ No. Lanes i 1 1 1 1 1 1 1 < 0 1 1 < 0 Stop/Yield N; N; ; Volumes 15 35 5; 115 25 30: 110 1 5; 5 1 40 PHF I .9 .9 .9; .9 .9 .91 .9 .9 .9; .9 .9 .9 Grade 0 0 0 0 MC's (%) ; SU/RV's (%}; CV's (%) ! PCE's ;1.10 ;1-10 11.10 1.10 1.10:1.10 1.10 1.10 -------------------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ----------------------------------- Left Turn -Major -Road 5.00 2.10 Rig:t Turn Minor Road -.50 Z-60 !nrou pn _ _ � ^ oaC Left Turn^Min= Roamc-50 3.40 HCS: Unsignalized intersections Release 2.1d Page 2 ------------- ----------------------------------------------------------------------- Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 39 28 Potential Capacity: (pcph) 1323 1340 Movement Capacity: (pcph) 1323 1340 Prob. of Queue -Free State: 0.96 0.99 Step -2_-LT- from -Major -Street --------- ---SB ----------- N6 Conflicting Flows: (vph) 45 61 Potential Capacity: (pcph) 1632 1603 Movement Capacity: (pcph) 1632 1603 Prob. of Queue -Free State: 0.91 0-99 -------------------------------------------------------- Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 245 218 Potential Capacity: (pcph) 811 838 Capacity Adjustment Factor due to Impeding Movements 0.90 0.90 Movement Capacity: (pcph) 732 757 Prob. of Queue -Free State: 1.00 1.00 -------- ----------------------------------------------- S-IeD 4: LT from Minor Street WB -------------------------------------------------------- I onfl._-ing Flows: (vph) 216 251 Potential Capacity: (pcoh) 794 758 Mejcr _T, Minor Tr impedance Factor. 0.90 6.90 ACjus_ez impedance Factor: 0.92 0.92 Capacity Adjustment Factor due _o impeding Movements 0.92 0.89 Movement Capacity: (pcph) 730 67S intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Aoproacn Pa_e C__ Cap Delay Length LOS Delay tp=pntpcph)(sec/veh) -------- ------ ------ ------ (veh) ------- ------- ----- (sec/veh) --------- __= 1 757 > 6.5 cc r. 7 .340 > i222 3.0 0.0 A w° 7 5.0 0.0 A lid F - 46 - i323 > i302 2.9 0.0 A - !:^ _ 19 i603 2.3 0.0 A 0.6 i4i 1632 2.4_ 0.2 A 1.6 Intersect -ion Delay = 3.1 sec/veh w = = M M HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-14-1997 Center For Microcomputers In Transportation Streets: (E-W) harmony (N-S) hp east/technology p Analyst: Matt File Name: Area Type: 0 am er 6-14-97 pm Comment: short backgrd total exist*site ------------------------------------------ Eastbound Westbound Northbound Southbound L T R L T R: L T R: L T R --------'---- ---- ----I---- --------'---- ---- No. Lanes 1 2 1 1 2 1 : 1 1 < 1 1 < Volumes 265 1295 1651 50 1170 75; 35 1 15: 10 1 15 PHF or PK15:0.90 0.90 0.90:0.90 0.90 0.90:0.90 0.90 0.90;0.90 0.90 0.90 Lane W (ft):12.0 12.0 12.0:12.0 12.0 12.0:12.0 12.0 :12.0 12.0 Grade ; 0 0 0 ; 0 % Heavy Veh; 1 2 1: 1 2 1; 1 i 1: 1 1 1 Parking :(Y/N) N :(Y/N) N ;(Y/N) N :(Y/N) N Bus Stops 01 0: 0: 0 Con. Peds of 0: 0: 0 Ped Button :(Y/N) Y 11.5 s:(Y/N) Y 11.5 s;(Y/N) Y 20.5 s:(Y/N) Y 20.5 Arr Type 1 3 3 3: 3 33 3: 3 3 3 3 RTOR Vols I 0; 0: 0; 0 Lost Time 11.00 3.00 3.00:1.00 3.00 3.M l .00 3.00 3.00:1.00 3.00 3.00 Prop. Share: Prop. Prot.: 30: 22: : 49 Signal Operations Phase Combination 1 2 3 4 5 6 E6 Left * * * NS Le{_ Thru * * Thru Right * * Riaht Peds * ?e^s W6 Left * * :56 Left Thru * Thru Right * Right Peds * Pecs N5 Right 56 Right i:E t Green 7.OA E-GA 52.0P 1C .. 13.OA Yellow/AR 4.0 0.0 5.0 Cycle Length: 106 secs Phase HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-14-1997 Center For Microcomputers In Transportation Streets: (E-W) harmony (N-S) hp east/technology p Analyst: Matt File Name: Area Type: ther 6-14-97 am pm Comment: short backgrd total exist*site _ ____________________________ Eastbound ; Westbound Northbound ' Southbound L T R : L T R : L T R : L T R 1 ---- ---- --- --- ---- ---- No. Lanes : 1 2 1 : 1 2 1 1 1 < 1 1 < Volumes 25 1230 100; 30 1760 15; 160 1 50; 60 1 160 PHF or PK15:0.90 0.90 0.90!0.90 0.90 0.90;0.90 0.90 0.90:G.90 0.90 0.90 Lane W (ft);12.0 12.0 12.0;12.0 12.0 12.0:12.0 12.0 112.0 12.0 Grade ; 0 ; 0 ; 0 0 % Heavy Veh; 1 2 1: 1 2 1; 1 1 1: 1 1 1 Parking :(Y/N) N :(Y/N) N :(Y/N) N ;(Y/N) N Bus Stops 0: 0: 0: 0 Con. Pads 0; 0: 0: 0 Fed Button :(Y/N) Y 11.5 s;(Y/N) Y 11.5 s:(Y/N) Y 20.5 s:(Y/N) Y 20.5 Arr Type 3 3 3; 3 3 3; 3 3 3 3 RTOR Vols 0: 0: 0: 0 Lost Time i1.00 3.00 3.0011.00 3.00 3.0011.00 3.00 3.00;1.00 3.00 3.00 Prop. Share; Prop. Prot.: 30: 22: : 49 ---------------------------------------------------------------- Signal Operations 7 8 Phase Combination 1 2 3 - 5 6 EB Left * * ;N6 Left ihru * Tnru Ri^nt * Rip" Peds * Pecs W6 Left Thru * * : Thru Right * * Right Peds * Peds N6 :cis ca Might S6 Right ;W6 :light Green 6.OA 2.04 51.0P ;Breen 27.OA Yeiiow,AR 4-0 0-C• _.., eilow/Art 5.0 ---------------------------- intersection error -a ce Lane Group: Adi Sat v/c^ - roa=r: Mvmts Cap Flow Katie na--o ._.ay :.=lay LC ----- ---- ------- ----- -- -- E6 L 397 i767 .74i T 2310 3 W6 L 265 i787 0.211 T 2012 372_ C,._7; R 863 i599 0.096 0.540 7.7 N6 L 367 1683 0.10i :. Z30 .9_E _ .9.5 C TR - 339 1615 0.053 i_2i0 :0.4 C 55 L 367 1663 0.026 C.23= - . = 2,-_0 C TR 339 1615 0.053 C. 2 .i _`_G C Intersection Delay = 10.7 sec/veh ir_ersec-ion LOS = E Lost Time/Cycle, L = 5.0 sec Critical rr _ .-- 5ummar R.v Approach: nvm-u a= = 3- _ _ R__Delay LDS Delay LOS V WE -- .__- -_-=1 =_570 -' .1 c 29.B D NB L %^e ___ i_57G 0.310 24:0 C 22.2 "C TR C.290 16.9 C S6 L <'2 14E- ;.1G5 C•.3 i0 1E.1 C 17.9 _C TR ^rote-5ectic^. 0.290 18.6- C - - De ay = -2.0 sec%veh intersection L05 = C Lost -imejCv'l _. _ - _._ ___ ;,r .tiC_-..vic(xl = 0.626 --- M M= M= i M M m m M a = w = =,= HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-14-1997 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-14-1997 Center For Microcomputers In Transportation Center For Microcomputers in Transportation Streets: (E-W) harmony (N-S) cr9 -Streets: (E-W) harmony (N-S) cr9 Analyst: Matt Area Type- Other File Name: Analyst: Matt Area Type her File Name: 8-14-97 am pm Comment short backgrd total exist*site am pm Comment short backgrd total exist+site Eastbound -8-14-97 ; Westbound ; Northbound _ Southbound Eastbound Westbound Northbound Southbound L T R ; L T R L T .R ; L T R L T R L T R ; L T R ; L T R --- ---- ----'---- ---- ---'---- ---- '---- --- -------- ---- ----'---- ---- ----'---- ---- ---- No. Lanes ; 1 2 1 ; 1 2 1 ; 1 1 < i 1 1 No. Lanes 1 2 1 ; 1 2 1 ; 1 1 < ; 1 1 1 Volumes 1 235 1425 105� 115 880 225; 90 30 60; 240 75 60 Volumes 100 1090 1201 160 1480 440; 225 55 85: 180 80 145 PHF or PK15;0.90 0.90 0.9010.90 0.90 0.9010. 90 0.90 0.90{0.90 0.90 0.90 PHF or PK15;0.90 0-90 0.90;0.90 0.90 0.90:0.90 0.90 0.90;0.90 0.90 0.90 Lane W (ft);12.0 12.0 12.0;12.0 12.0 12.0112.0 12.0 :12.0 12.0 12.0 Lane W (ft);12.0 12.0 12.0112.0 12.0 12.0;12.0 12.0 :12.0. 12.0 12.0 Grade 0 i 0 0 0 Grade 0 ; 0 0 0 % Heavy Veh; 1 2 1; 1 2 1; 1 1 i; 1 1 1 % heavy Veh; 1 "[ 1; 1 2 1; t 1 1; 1 1 1 Parking ;(Y/N) N ;(Y/N) N ;(Y/N) N ;(Y/N) N Parking i('Y/N) N ;(Y/N) N :('Y/N) N ;(Y/N) N Bus Stops 01 0; 0: 0 Bus Stops 0; 0, 0; 0 Con. Peds i 0; 0; 0; 0 Con. Peds 1 01 0: 0� 0 Ped Button ;(Y/N) Y 11.5 s;(Y/N) Y 14.5 s;(Y/N) Y 20.5 s;(Y/N) Y 20.5 Ped Button ;(Y/N) Y 11.5 s;(Y/N) Y 14.5 s;(Y/N) Y 20.5 s;(Y/N) Y 20.5 Arr Type ; 3 3 3� 3 3 3! 3 3 3 3 3 Arr Type 3 3 3; 3 3 3; 3 3 3 3 3 RTOR Vois 0; o: 0; 0 RTOR Vols 01 0: 0� 0 Lost Time :1.00 3.00 3.00;1.00 3.00 3.001-00 3.00 3.001.00 3.00 3.00 Lost Time J1.00 3.00 3.00;1.00 3.00 3.00�1.00 3.00 3.00;1.00 3.OG 3.00 Prop. Share; ; Prop. Sharei Prop. Prot., 30; 22! 49 Prop. Prot.1 301 22; 49 --------------------------------------- -____________-____-_---_______ Sicnal Operations Signal Operations Phase Combination = 2 3 4: 5 6 - 8 Phase Combination 1 2 3 4 I 5 = i 6 c6 Left .NS Left EB Left * * ' ;NB Left * * Thru ` Thru * * Thru * Right * Thru -- P.icht * * Right * Peds recs ?eds x Peds * WB Left * * * ;Sc Left WB Left * * TSB Left * * * * Thru * Thru ` Thru Thru Riot * Right * Ri ht g - ?eds * Rees Pegs * Peds -� * NB Right '=' ----- N5 Rich !-p -- * SB Right * ,- ;WE c- _ SB R. u_nt Green i.OA 10.0A 4G Ricnt * !green E.O. :-.CA Green 7.OA 8.0A 42.0P _ ;'-3reen �.OP. 17.04 .0? 'yellow/AR 4.0 0.0 5.0 ;-el lcw/aP e r' cycle math: 100 secs r.^.zse cortru roan c. „rae . _" s2 _V== ?° ----- Length: 100 secs `ase ccmoinz�or _ __ _ a' -_ --------- intersectio. - ------- ______________ n =---_rmzr-- __mme-y _----------- Lane Grouc: intersection ae.formance_- S=_t __re =rcuP: Adj Sa- .�,/� c _ reach- pc_ v%-^ ^via Cap _ _. ._ -icy =_-.. =,_-- _ -=''° - -- " -y_ Mvmts Cap -io.. ._ ------ Ea _ 435 17E7 _ _ _ i°"0 ( "` L 200 T 1937 3725 _ _ I° - _ - T 1639 37t5 R 1023 1599 '- _ --- _ ` -R 895 _ 7599 6.1d'= WS _ 256 -. 178? _. __ _-_`: = c c WB L 397 i76i ._ .4.1 - T" 1937 3iri_- T 1863 R 863 1599 c.6=5 1767 O.29c 0 = i°.: - - = R 1023- 1599 0.478 0.64C• _ N6 L 446 176i - G.22= n.,g 5 19.1 - C NB L 438 i767 C.571 0.330 C TR 321 1692 C' 3ii _=O ._ E i all _.r TR 325 1710 O.477 0.,9, 56 L 424 17E7 C'. 530 0-�30 -< C 19.0 C SB -L 362 i787- T 357 168i i'. 232 i'. 19G -- 2 ( i6d1 G.249 6.190 = R 5n 1tio "O 0-37 0 R 480- 1599 0.336 0.300 - I= Intersection Delay iS.0 sec; ven intersection-L05 =_C - Intersection Deiav = 16.1 sec eve-, intersection L=_ = C Lost Time/Cycle..L = 6.0 sec Crit+cal v/C (x;r = C.-740 Lost Time/Cycle, ____________________________________________________--_______________- L = 9.O sec Criticai vc-r = O.796 / ) 1 1 1 1 1 1 1 1 1 1 1 1 r APPENDIX G 1 r= M M= W M M= M r r M r M i r W HCS: Unsignalized Intersections Release 2.1d Pace 1 HCS: Unsignalized Intersections Release 2-id Page 2 Center For Microcomputers In Transportation ------------------------------------------�------------------------ "-- University of Florida - 512 Weil Hall Worksheet for TWSC Intersection Gainesville, FL 32611-2063 -------------------------------------------------------- Ph: (904) 392-0378 -------'--------------------------'----'--'_--- Step 1: RT from Minor Street -------------------------------------------------------- WB EB ----------- ---------------- Streets: (N-S) cr9 --------- (E-W) timberwood/celco acc Conflicting Flows: (vph) 28 Major Street Direction.... NS Potential Capacity: (pcph) 1340 Length of Time Analyzed... 60 (min) Movement Capacity: (pcph) 1340 Analyst ................... mid %� 4- �� r Prob. of Queue -Free State: Date of Analysis.......... 8/14/97 "' _____________________________ ______ - -G_fifi ___________-_ Other Information.........am Q short bkgrd total Step 2: LT from Major Street SB NB Two-way Stop -controlled Intersection -------------------------------------------------------- ______ Conflicting Flows: (vph) 34 Northbound Southbound Eastbound Westbound Potential Capacity: (pcph) 1652 L T R L T R L T R L T R Movement Capacity: (pcph) 1652 i____ ____ ________ -___ ________ ____ ____-___ __-_ __-_ Prob. of Queue -Free State: 0.92 No. Lanes 0 1 1 1 1 1 0 0 0 0 1 0 1 ________________________________________________________ Stop/Yield N; N; Step 4: LT from Minor Street WS EB Volumes 25 51 105 45 I 5 130 ________________________________________________________ PHF .9. .9; .9 .9 .9 .9 Conflicting Flows: (vph) i95 Grade 0 0 0 Potential Capacity: (pcph) 816 MC's (%) ; ; Major LT, Minor TH SU/RV's (%)i Impedance Factor: 0.92 CV's (%) �;1.10 Adjusted impedance Factor: 0.92 PCE's ;1.10 1.10 Capacity Adjustment Factor -'---------I-----"'-------------------------------------------------- due to impeding Movements 0.92 Movement Capacity: (ocoh) ________________________________________________________ Adjustment Factors intersection, Performance Summary Vehicle Crim"cal Follow-up =.vg. s5% Maneuver Gap (tg) Time (tf) Flow Move Snared --tal Queue Approach __________________________________________________________________ Rate Cap Cap Delay Length LOS Delay Left Turn Major Road 5.00 2.10 Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (secjveh) Right Turn Minor Road 5.50 2.50 Through Traff t Ming Road - _.3i WB L 7 752 Left Turn Miner Road WB P. 158 1340 3.0 0_a A SB L _ _ _ • e , m m m m m= W rr M M M M r M r w it w ■t , HCS: Unsignalized Intersections Release ?.1d Page 1 ------------------------------------------= -------------------------------------------------- HCS: Unsignalized Intersections Release 2.1d Page 2 Center For Microcomputers In Transportation -------------------- ------------------ University of Florida 512 Weil Hall Worksheet for TWSC Intersection Gainesville, FL 32611-2083 ------------------------------------------------------- Ph: (904) 392-0378 Step 1: RT from Minor Street ----------------------------------------------------- WB EB ----------------------------------------------------------------------- -------------------- Streets: (N-S) cr9 (E-W) ------------------- timberwood/celco acc Conflicting Flows: (vph) 28 Major Street Direction.... NS Potential Capacity: (pcph) 1540 Length of Time Analyzed... 60 (min) Movement Capacity: (pcph) 1340 Analyst ................... mjd .4- (7 ,�� Prob. of Queue -Free State: 0.96 Date of Analysis.......... 6'14/97 - ( L ----------------------------------------------------- Other Information........ am pm short bkgrd total Step 2: LT from Major Street 56 N6 Two-way Stop -controlled Intersection -------------------------------------------------------- ________________________________________________ Conflicting Flows: (vph) 34 Northbound Southbound Eastbound Westbound Potential Capacity: p y: (pcph) 1652 L T R 1 L T R 1 L T R i L T R Movement Capacity: (pcph) 1652 �__-- ____ ________ ____-_______ __-_ ____1____ ____ ____ Prob. of Queue -Free State: 0.91 No. Lanes 0 1 1 1 1 0 I 0 0 0 1 1 0 1 ---------------------------------------------- -------- Stop/Yield N; N; Step 4: LT from Minor Street WB EB Volumes 25 5; 115 15 i I 5 40 ________________________________________________________ PHF .9 .9; .9 .9 .9 .9 Conflicting Flows: (vph) 173 Grade 0 0 0 Potential Capacity: (pcph) 841 MC's (%) I 1 ; Major LT, Minor TH SU/RV's (%)1 Impedance Factor: 0.91 CV's (%) ; Acjusted Impedance Factor: 0.91 PCE's ;1.10 ;1.10 1.-10 Capacity Adjustment Factor ______________________________________________________________________ due to Impeding Movements 0.91 Movement Capacity: (pcph) ________________________________________________________ 769 Adjustment Factors Intersection Performance Summary Ven=CIa Critical Foiiow-uo Avg. 95% Maneuver Gap (tg) Time (tf) Flow Move Shared Totai Queue Approach -- --- ------- --------------------------------------------------- Rate Cap Cap Delay Length LOS Delay Left Turn Major Road 5.00 2.10 Movement (pcph) (pcph) (pcph)(sec/veh) (van) (sec/veM Ricnt Turn Minor Road 5.50 2.60 ________ ______ ______ ______ ______________ _____ _________ Tnr__-S7 T_,affic Minor noac E.00 L.-:. i:3 _ 7 769 4.7 0.0 A Left TurnMinor Roac 6.50 3.e0 3.0 W= - 48 1340 2.e 0.0 A S _ 141 i65[ _.4 '.' .4 Intersection Delay = 2.0 sec/v=h M M M r M w i r w HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 06-14-1997 Center For Microcomputers In Transportation Streets: (E-W) harmony (N-5) hp east/technology p Analyst: Matt File Name: Area Type: Other -14-97 am pm Comment: short backgrd total exist+site Eastbound Westbound Northbound ' Southbound L T R L T R L T R L T R ---- ----I---- --------'---- ----' No. Lanes 1 2 1 1 2 1 1 1 < 1 1 < Volumes 265 1005 165: 50 910 75: 35 1 151 10 1 15 PHF or PK150.90 0.90 0.90:0.90 0.90 0.90;0.90 0.90 0.90:0.90 0.90 0.90 Lane W (ft);12.0 12.0 12.0;12.0 12.0 12.0;12.0 12.0 :12.0 12.0 Grade 0 0 ; 0 0 % Heavy Veh; 1 2 1I 1 2 1; 1 1 1; 1 1 1 Parking ;(Y/N) N ;(Y/N) N ;(Y/N) N ;(Y/N) N Bus Stops 0; 0; 0; 0 Con. Peds 0; 0; 0; 0 Ped Button ;(Y/N) Y 11.5 sl(Y/N) Y 11.5 s;(Y/N) 'Y 20.5 s;(Y/N) Y 20.5 Arr Type 3 3 3; 3 33 3; 3 3 ' 3 3 RTOR V'ols 0; 01 OJ 0 Lost Time :1.00 3.00 3.0011.00 3.00 3.00;1.00 3.00 3.00:1.00 3.00 3.00 Prop. Share; I' Prop. Prot.; 330; 22; 49 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * ;NB Le" Thru * * Thru Right * * Right Peds * Pecs WB Left * * :SB Le-- Thru * Thru Right * Right Peds * ! Peds N5 Right _ Pi gnt SB Right ;1.6 Righ- Green 7.pa 6.04. 52..Op -seen 19.OA 'Yellow/AR 4.0 C.0/AP 5.0 Cycle Lencth: 100 secs --.a> _; §2 -C in terse=cia =_rr sman=e �ummery --'--�'---- Lane Group: Acj S_- v;c c%•= A==r: ch: Mvmts Cap Fio« na-p Ratio Delay LOS Deiav LOS EB L 40^ 1767 _ - _ - C :._ R 991 WB L 288 1767 =4 _ - A R 863 1599 ...u9c G.540 N6 L 367 1663 0.101 0.330 -,9.6 C 99.9 C TR 339 1615 C. . G.21C.. 20.4 C 56 L 367 1663 G. 2b .230 5.3 C 20.0 C TR 339 1615 0.053 G. u u v.4 C intersection Delay = 9 4 sec/veh intersection LOS = 6 Lost Time/Cycle, L = 5.0 sec Critical v/c(x) = 0.496 HCM: SIGNALI2ED INTERSECTION SUMMARY Version 2.4d 08-14-1997 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets: (E-W) harmony (N-o) hp aria /technology p Analyst: Matt File Name: Area Type: Other 6-14-97 am pm Comment: short backgrd total exist+site ---------------------------- ---- ------------------------------- Eastbound Westbound ' Northbound Southbound L T P, L T R L T R L T k No. Lanes 1 1 2 1 1 2 1 1 1 < 1 1 < Volumes ; 25 995 100; 30 1290 15: 160 1 50: 60 1 160 PHF or PK15;0.90 0.90 0.90;0.90 0.90 0.90; 0.90 0.90 0.9010.90 0.90 0.90 Lane W (ft);12.0 12.0 12.0i12.0 12.0 12.0;12.0 12.0 :12.0 12.0 Grade 0 0 - 0 i 0 % Heavy Veh; 1 2 1; 1 2 1; 1 1 1� 1 1 1 Parking ;(Y/N) N ;(Y/N) N ;(Y/N) N ;(Y/N) N Bus Stops ; 0; 0; 0; 0 Con. Peds 0; 0; 0; 0 Ped Button :(Y/N) Y 11.5 s;('Y/N) Y 11.5 s;(YjN) Y 20.5 s;('Y/N) 'Y 20.5 Arr Type 3 3 3: 3 3 3! 3 3 3 3 RTOR Vols ; 0; 0; 0; 0 Lost Time :1.00 3.00 3.001.00 3.00 3.00:1.00 3.00 3.00;1.00 3.00 3.00 Prop. Share; ; Prop. Prot.; 30; 22; 49 --------------------------------------------------------------------- 5icnai Operations Phase Combination i _ 3 4 5 6 7 6 EB Left * * :N5 Left Thru * Thru Right Right Peds * Peds W6 Left * * * ;SB Left Thru * * Thru Right * * Richt Peds * Peds N3 Right Right kight lW7 Right ureen 7.Oa i.0:. 5'.OP tureen 27.OA 'T'eilow/Ak A.C.G.G 5.O !'fellow/AR 5_0 Cycle Length: iu:i se . -ase cam_:.._=ion order: #1 f,2 s3 45 _________-_-_______________________________________________________ -_-r..rmance Summary V-C c/C Approach: M vmts -_c =lo« R=_tic Ratio Delay LO5 Delay LOS C iC _____ G.667.4 ___ B _____ 10.4 ___ 6 0.530 7.7 B «E "---`- 0.12J 0.67E 5.5 5 12.4 E - --,- _--= 0.746 0.540 12.6 6 - �. "-z .- ' - 0.020 - 0.540 6.9 B - NE 264 652 0.6740.310 24.0 C- 22.2 C TR 455 i604 0.123 0.290 16:9 C - SPL 4 % 14=9 0.145 C..310 16.1 C_ 17.9 C TR 46Z i60i 0.386 0:290 1B.6 C in-_ersection Delay = 12.7 sec/veh intersection LOS = 5 Lost Time/Cycle, L = 6.0 sec Critical v/c(x) - = 0.669 r m r M r HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-14-1997 HCM: SIGNALIZED INTERSECTION SUMMARY 'version 2.4d 08-14-1997 Center For Microcomputers In Transportation Center For Microcomputers In Transportation Streets: (E-W) harmony ------------------------ ------- (N-S) cr9 Streets: (E-W) harmony (N-S) cr9 Analyst: Matt Area Type: Other File Name: -14-97 Analyst: Matt Area Type: Other File Name - - 4-97 am pm am pm Comment: short backgrd 'total exist+site - Comment: short backgrd total exist+site=== ---------- - Eastbound I Westbound Northbound Southbound Eastbound ; Westbound ; Northbound Southbound L T R ; L T R ; L T R L T R ; L --- T R , L T --------;---- ---- R ; L T ----'---- --- ----I---- R ; L T ---- R ---- No. Lanes 1 --------; ---- ---- 2 1 ; 1 2 ----;---- --------'---- --- 1 1 1 < 1 1 -- 1 1 No. Lanes ; 1 2 i 7 2 i ; 1 1 < ; 1 i --- 1 Volumes 175 1180 65; 30 725 205; 25 20 20; 235 35 50 Volumes 45 925 65; 45 1130 4351 70 45 40; 155 40 130 PHF or PK1510.90 0.90 0.90; 0.90 0.90 0.90; 0.90 0.90 0.90I0.90 0.90 0.90 PHF or PK15;0.90 0.90 0.90;0.90 0.90 0-90:0.90 0.90 0.90; 0.90 0.90 0.90 Lane W (ft)112.0 12.0 12.0;12.0 12.0 12.0;12.0 12.0 ;12.0 12.0 12.0 Lane W (ft);12.0 12.0 12.0;12.0 12.0 12.0;12.0 12.0 ;12-0 12.0 12.0 Grade 0 0 ; 0 1 0 Grade G i 0 ; 0 ; 0 % Heavy Veh; 1 2 1; 1 2 1; 1 1 1; 1 1 1 % Heavy Veh; 1 2 1; 1 2 1{ 1 1 1; 1 1 1 Parking ;(Y/N) N ;(Y/N) N ;(Y/N) N ;(Y/N) N Parking ;(Y/N) N i(Y/N) N ;(Y/N) N ;(Y/N) N Bus Stops 0; 0; 0; 0 Bus Stops 0; G; 0; 0 Con. Peds 0; 0; 01 0 Con. Peds 0; 0; 0; 0 Ped Button ;(Y/N) Y 11.5 s�(Y/N) Y 14.5 s;(Y/N) Y 20.5 sl(Y/N) 'Y 20.5 Ped Button ;(Y/N) Y 11.5 s;('Y/N) Y 14.5 s;(Y/N) Y 20.5 si(Y/N) Y 20.5 Arr Type 3 3 3; 3 3 3; 3 3 3 3 3 Arr Type 3 3 3; 3 3 3; 3 3 3 3 3 RTOR Vois 01 0; 0; 0 RTOR V'ols 0; 0; 0; 0 Lost Time ;1.00 3.00 3.00:1.00 3.00 3.00:1.00 3.00 3.00;1.00 3.00 3.00 Lost Time 1.00 3.00 3.00;1.00 3.00 3.00:1.00 3.00 3.00;1.00 3.00 3.00 Prop. Share: i Prop. Share; Prop. Prot.; 30; 22; 49 Prop. Prot.; ---------------------------------------------------------------- 30; 22; ! 49 -------------------------------------------------------------------- Signal Operations Signal "Opera_ -_ions Phase Combination 1 2 3 4 5 6 7 8 Phase combination 1 2 3 4; 5 - E EB Left * * * ;N6 Left * * EB Left * * !N5 Left Thru * * Thru * Thru * Thru Right * * ' Right * Rignt Right Peds * Peds * Peds * Peds WB Left * * ;S6 Left * * We Left * * * ;SB Left Thru * Thru * Tnru * * Thru Right * Right * Riant * Right Peds * Peas ped<_ NB Right IEB Right * N°. 56 Rignt * * ;WB Right * SB Runt * !W6 Yiant Green 7.0A 10.OA 40.OP ;Green E.04. i'_OA Green 7.OA E.GA 42-0- -. .. - - i7-,C'A 'Te 1pw JAR. 4.0 0.0 5.0 iYe'low/AR 4-O =_G tel.ou%4R 4.0 G.0 _._ .!;e icwl AR ..._ C.., Cycle Length- 100 ----------------------------------------------------- secs Phase combination cyder: =i c2 =3 s= a= Cvcie-ena-n: 100 ------------------------- secs __ se cr_er- si z3 =_ -'_ sc - -------------- Intersection Performance ---------- Summary 5uacary Lane Group: AdJ Sat vjc g/C _--_c... Lane 5roup: Ad; S_- c - _ .,proacn: Mvmts .Cap Flow Ratio Ratio belay L02 .a ._. ,....,c_ Cap --- =10.. :.__ic -.-7 :..e _. ___ relay ___ ----- ---- EE L 437 ---_- ----- 1767 0.444 ---- ----- --- C..6-0 E.9 ii_> -- _ _ ---- _E 256 ------- ---- .-' i'_�>_ --__- ----- ___ _ -- ----- .4.2 -- _ T i937 3725 0.71l 0.520 12.7 C - i639 R 1023 1599 0.070 -0,640 4.4 A - 695 159 WB L 256 i-787 0.129 0.550 E_3 E _._ WE 397 17E7 - T 1564 3725 0.541 0.420 14.4 5 T 1937 3725 .-_. E - R 863 1599 0.264 0.540 8.0 E. R _ 1023 1599 0.472 C.540 e_5 B - NB L .543 1787 0.052 0.330 14.7 B 19.0 C NE L 537 i787- G.ie? C.330 - - C 19.2 C TR 331 1740 0.133 0.190 21.8 C _ TR 332 1749 0.7c_ S6 L 537 1787 0.486 0.330 17.5 C i. . i i7.5 C - T - 357 1681 0.109 0.190 21.6 C T 357 188i G.i23 3. i90 21.7 C R - 592 1599 0.095 0.370 13.3 B R 460 1599 0.30e 0.300 i7.5 C - _ intersection Delay 13.0 secjveh Intersection L:.= 6 - Intersection veiay �_ sec; vex: tc_ersection LOS-= 6 - Lost Time/Cycle, L 6.0 sec Critical ---------------------------------------------------------- .v/cfix) 0.574 -----=------- Lost Time/Cycle, ---------------------------------------------------=--- L 7.0 sec Cri;icai v/c(x) C.581 -------- APPENDIX F ilin M an� r M so M M! an M4[WM W M on M HCS: Unsignalized Intersections Release 2.1d Page 1 --------------------- HCS: Unsignalized Intersections Release 2.td Page 2 Center For Microcomputers In Transportation _ University of Florida 512 Weil Hall Worksheet for TWSC Intersection Gainesville, FL 32611-2083 ----------------------------------------------------- Ph: (904) 392-0378 Step 1: RT from Minor Street ------------------------------------------------------ WB EB Streets: (N-S) cr9 (E-W) timb er wood c Conflicting Flows: (vph) 50 Major Street Direction.... NS Potential Capacity: (pcph) i306 Length of Time Analyzed... 60 (min) Movement Capacity: (pcph) 1306 Analyst ................... mjd Prob. of Queue -Free State: 0.98 Date of Analysis.......... Other Information._....... 6/14'97 am pm short kgrd total __________________—___________-__---_-_________________ Step 2: LT from Major Street 55 N6 Two-way Stop -controlled Intersection ------------------------------------------------------- ________________________________________________________ -_-- Conflicting Flows: (vph) 94 Northbound Southbound Eastbound Westbound Potential Capacity: (pcph) 1546 L T R L T R L T R L T 'R Movement Capacity: (pcph) 1546 ---- -------- ---- ------------ ---- ---- ---- ---- ---- Prob. of Queue -Free State: 0.98 No. Lanes ; 1 1 0; 0 1 1 1 0 1; 0 0 0 ________________________________________________________ Stop/Yield N; N; Step 4: LT from Minor Street WB EB Volumes 20 25 45 401 210 201 ------------------------------------------------------- PHF .9 .9 .9 .9: .9 .9; Conflicting Flows: (vph) 122 Grade 0 0 0 Potential Capacity: (pcph) 900 MC's (%) Major LT, Minor TH SU/RV's (%)i i Impedance Factor: 0.98 CV'S (%) Adjusted Impedance Factor: 0.98 PCE's 11.10 ;1.10 1.101 Capacity Adjustment Factor ----------'------------------------------------------------------------ due to Impeding Movements 0.98 Movement Capacity: (ocph) ------------------------------------------------------- 866 Adjustment Factors intersection Performance Summary vehicle Critical Folio- up Avg. 95% Maneuver Gap (tg) Time (tf) Flow Move Shared Total Queue Approach ---------------------------------------------------------- Rate Cap Cap Delay Length LOS Delay Left Turn Major Road 5.00 2.10 Movement (pcoh) (pcph) (pcoh)(sec/veh) (veh) (sec/veh) Richt Turn Minor Road 5.50 2-60 ________ ______ ______ ____________________ _____ _________ 'n. ough Traffic Minor Road 6.00 3.30 CE L 256 886 _'.- i.4 5 Left Turn Minor Road 6.50 3.40 5.5 E5 R 24 1306 2.6 0.0 A NE L 2d i546 Z_a 0.0 Intersection Delay = _'.., HCS: Unsionalized Intersections Release 2.ld Page 1 - HCS: Unsignalized Intersections Release 2.1d Page 2 Center For Microcomputers In Transportation ------ University of Florida 512 Weil Hall - Worksheet for TWSC Intersection Gainesville, FL 32611-2083 - ------------------------------------------------------ Ph: (904) 392-0378 Step 1: RT from Minor Street -------------------------------------------------------- WB EB Streets: (N-S) cr9 (E-W) ------------ timberwood Conflicting Flows: (vph) 22 Major Street Direction.... NS Potential Capacity: (pcph) 1350 Length of Time Analyzed... 60 (min) Movement Capacity: (pcph) 1350 Analyst ................... mid Prob. of Queue -Free State: 0.99 Date of Analysis.......... Other Information........ 8/i4/97 a pm short kgrd total -------------------------------------------------------- Step 2: LT from Major Street SB NB Two-way Stop -controlled Intersection ___________________________________________ Conflicting Flows: (vph) '_____------ 55 Northbound Southbound Eastbound Westbound Potential Capacity: (pcph) 1614 L T R L T R L T R L T R Movement Capacity: (pcph) 1614 i____ ____ ____ __-_ ____ ____-___ ____ ____ ____ ____ -_-_ Prob. of Oueue-Free State: 0.99 No. Lanes ; 1 1 0 0 1 1 1 0 1 0 0 0 ________________________________^__-____________________ Stop/Yield N; N; Step 4: LT from Minor Street WB EB Volumes I 15 30 1 20 301 110 51 --------------------------- --------------------------- PHF i .9 .9 9 .9; .9 .9; Conflicting Flows: (vph) 88 Grade 0 ' 0 i 0 Potential Capacity: (pcph) 942 - MC's (%) ; ; ; ; Major LT. Minor TH SU/RV's (%)i impedance Factor: 0.99 CV's (%) Adjusted Impedance Factor: 0.99 PCE's :1.10 ; '1.10 1.10�' Capacity Adjustment Factor ______________ due to Impeding Movements 0.99 Movement Capacity: (pcph) ________________________________________________________ 93i Adjustment Factors intersection Performance Summary Vehicle Critical Follow-up Avg. 95% Maneuver Gap (tg) Time (tf) =low Move S.ared Total Queue Approach __________________________________________________________________ Rate Cap Cap Delay Length LOS Delay Left Turn Major Road 5.00 2.10 Movement (pcph) (pcph) (rcph)(sec/veh) (veh) (sec/veh) Right Turn Minor Road 5.50 2.60 ________ ______ _______ _______ _____-___--_-_ Through Traffic M-:na^ Rcac 6.00 3.30 EB L i3e _„ e.5 0.5 A Left Turn Minor Roan 6.50 3.40 4.4 EB R 7 11350 2.7 0.0 A NB _ 19 i4:4 3.0 A Delay = 2.5 sec/veh HCS: Unsignalized Intersections Release 2.1d Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------------- Streets: (N-S) hp west access (E-W) harmony Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... mjd Date of Analysis.......... 6/14/97 Other Information......... am pm shor bkgrd total Two-way Stop -controlled intersection Eastbound I Westbound Northbound Southbound L T R 1 L T R 1 L T R L T R No. Lanes 1 2 0 ; 0 2 1 ; 0 0 0 1 1 0 1 Stop/Yield N1 N Volumes 25 720 1038 15; 60 160 PHF .9 .9 .9 .9; .9 .9 Grade 0 0 0 MC's (%) SU/RV's (%) CV's (%) ; P CE's ;1.10 :1.10 1.10 ----------------------------------------------------------------------- Adjustment Factors Vehicle Critical Maneuver Gap (t9) ------------------------------------------------- Left Turn Major Road 5.50 night Turn Minor Road 5.50 Through Traffic Minor koad 6.50 Left Turn Minor Road 7.DD HCS: Unsignalized Intersections Release 2.1d - Worksheet for TWSC Intersection ---------------------------------------------- Step 1: RT from Minor Street NB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: ------------------------------------------- Step 2: LT from Major Street WB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: ---------------------------------------------- Step 4: LT from Minor Street NB ---------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) ------------------------------------------ Page 2 --------------------- IN 576 707 707 0.72 EB 1170 404 404 0.92 SB ----1990 57 0.92 0.92 0.92 53 intersection Performance Summary Follow-uo Avg. 95% Time (tf) Flow Move Shared Total Queue Approach -------- Rate Cap Cap Delay Length LOS Delay 2.10 Movement (pcph) (ocph) (ocph)(sec/veh) (veh) (sec/veh) 2.60 -------- ----- ------ ------ ------- - ______ _____ _________ --�' SB L 74 53 970.3 _.40 SB R 196 707 7.0 1.3 B E6 _ 31 404 S_7 intersection Delay = ___= s-_:ven "= mm M"tr W'M"M Im" M M M " M HCS: Unsignalized Intersections Release 2.1d _ ________________________________________ Page 1 HCS: Unsianalized Intersections Release _ 2.1d Page 2 - _______________ Center For Microcomputers In Transportation - University of Florida Worksheet for TWSC Intersection 512 Weil Hall Gainesville, FL 32611-2083 Step 1: RT from Minor Street NB SB Ph: (904) 392-0378 -------------------------------------------------------- ----------------------------------------------------------------------- Streets: (N-S) hp west access (E-W) harmony Conflicting Flows: (vph) 375 Major Street Direction.... EW Potential Capacity: (pcph) 894 Length of Time Analyzed... 60 (min) Movement Capacity: (pcph) 894 Analyst ................... mjd Prob. of Queue -Free State: 0.98 Date of Analysis.......... 8/14/97 Other Information........ am pm shor bk;g rd total -------------------'--------------------- Step 2: LT from Major Street - WB EB Two-way Stop -controlled In ersection _______---- _____--- ______________________________ Conflicting Flows: (vph) 833 _______________________________________ Eastbound Westbound Northbound Southbound Potential Capacity: (pcph) 612 L T R L T R; L T R; L T R Movement Capacity: (pcph) 612 �____ --_- _-_---__ _-__-----_-- --_---_----- ---- --_- Prob. of Queue -Free State: 0.47 No. Lanes ; 1 2 0 0 2 1; 0 0 0 1 0 1 ------------------------- ------------------------ Stop/Yield N; N; Step 4: LT from Minor Street NB SB Volumes 265 768 675 75: 10 15 ---------------------------------------- --------------- PHF .9 .9 .9 .9; ,9 .9 Conflicting Flows: (vph) 1938 Grade 0 0 o Potential Capacity: (pcph) 61 MC's (%) i Major LT, Minor TH SU/RV's (%)' ' Impedance Factor: 0.47 CV'S ( %) Adjusted Impedance Factor: 0.47 PCE's'1.10 :1.10 1.10 Capacity Adjustment Factor _____-_-_-_-______________-______________-___________-_________________ due to impeding Movements 0.47 Movement Capacity: (pcph) ________________________________________________________ 29 Adjustment Factors intersection Performance Summary Vehicle Critical Follow-up Avg. 904. Maneuver Gap (tg) Time tf Fiow Move Shared Total Queue Approach _______________________________________________________________-__) Rate Cap Cap Delay Length LDS Delay Left Turn Major Road 5.50 2.10 Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) Right Turn Minor Road 5.50 2.60 ________ ______ ______ ______ _______ _______ _____ _________ Through Traffic Minor Koad 6.50 3.30 SB L 12 29 205.5 1.5 F Left Turn Minor Road 7.00 3.40 54.7 55 R 19 894 4.1 0.0 A E2 323 612 12-4 intersection Delay = 3.0 sec/veh now M M M w" it "" moon soon no almosm HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 06-14-1997 Center For Microcomputers In Transportation ------------- ------------------------- Streets: (E-W) harmony (N-5) cr9 Analyst: Matt File Name: Area Type er 8-ia-97 am pm Comment short backgrd total exist+site -------------------- -------- Eastbound Westbound ' Northbound Southbound L T R ; L T R L T R L T R ---- --- ----f---- --- ----I---- -------- I---- No. Lanes 1 2 1 ; 1 2 1 1 1 < 1 1 1 Volumes 235 1320 50; 85 850 205; 70 20 451 180 40 60 PHF or PK15;0.90 0.90 0.90;0.90 0.90 0.9010.90 0.90 0.90:0.90 0.90 0.90 Lane W (ft);12.0 12.0 12.0;12.0 12.0 12.0;12.0 12.0 ;12.0 12.0 12.0 Grade I 0 i 0 0 0 % Heavy Veh; 1 2 1; 1 2 1; 1 1 1; 1 1 .i Parking ;(Y/N) N ;(Y/N) N ;(Y/N) N ;(Y/N) N Bus Stops 0; 0; 0; 0 Con. Peas 0; 0p 0; 0 Ped Button ;(Y/N) Y11.5 s;(Y/N) Y 14.5 s;(Y/N) Y 20.5 s;(Y/N) Y 20.5 Arr Type ; 3 3 3; 3 3 3; 3 3 3 3 3 RTOR Vols i 0; 0; 0; 0 Lost Time ;1.00 3.00 3.00:1.00 3.00 3.00;1.00 3.00 3.00;1.00 3.00 3.00 Prop. Share; ' Prop. Prot.; 30; 221 49 _______________________________________________________________________ Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * * ;NE Left Thru * * Thru Riaht * * P.iant Peels * Peas WB Left * * ,SB Left Thru * Thru ' Right * ; Riaht Pads ' Peds NB Riaht 1E8 Riaht S6 kignt * * ;WB Right Green 7.OA 1C,-6A 40.OP :Green 8.0A 17.OA Yellow/AR 4.0 0.0 5.0 ;YeiiewjAk 4.0 5.0 Cvcle Lenath: 100 secs Phase combination order: #1 #2 03 #5 06 ------------------------------------------------------------------- _^tersection. Perfcrmance Summary Lane Group: Ad: Szt vjc cl- Approach: Mvmts Cap F'ow Ratic '.z _._ Delay LO5 Delay LOS EB L 433 i767 0.603 0.° 15.2 C 14.2 6 1937 3725 0.795 -5 14.4 8 R 1023 i5i9 G.L''S _. l•.6.G'_ 4.3 A W6 L 256 1767 0.367 _._�= 10.= E 13.6 B T 1564 3725 _.633 v.42_ i5.4 C R 863 1599 0.264 __;4_• 8.v 5 NB L 537 1767 0.145 0.: +_ 15.2 C 18.5 _ C TR 320 1685 0.225 0.190 22.2 C 5B L 462 1787 0.433 0.330 16.8 -C 16.8 C T 357 1861 O.i23 0.i90 21.7 C R 592 1599 _ 0.113 0.370 13.4 E Intersection Delay = 14.4 sec/veh Intersection LOS = 6 Lost Time/Cycle. L = 9.0 sec Critical v/c(x) = 0.680 --------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 06-14-1997 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets: (E-W) harmony (N-S) cr9 Analyst: Matt File Name: Area Type: Othe 8-14-97 am pm Comment: s ort backgrd total exist+site ------------------------- Eastbound Westbound ; Northbound Southbound L T R; L T R L T R L T R --- ---- --- ---- ----' No. Lanes 1 2 1 ; 1 2 1 1 1 < ; 1 1 1 Volumes 100 1030 70; 130 1380 380; 165 20 50; 145 50 145 PHF or PK15:0.90 0.90 0.90; 0.90 0.90 0.90;0.90 0.90 0.90; 0.90 0.90 0.90 Lane W (ft);12.0 12.0 12.0;12.0 12.0 12.0;12.0 12.0 ;12.0 12.0 12.0 Grade 0 0 i 0 0 % Heavy Veh; 1 2 1; 1 2 1; 1 1 1; 1 1 1 Parking ;(Y/N) N ;(Y/N) N ;(Y/N) N ;(Y/N) N Bus Stops 0; 0; 0; 0 Con. Peds 0; 0; 0; 0 Ped Button ;(Y/N) Y 11.5 s;(Y/N) Y 14.5 s;(Y/N) Y 20.5 s;(Y/N) Y 20.5 Arr Type 3 3 3; 3 3 3; 3 3 3 3 3 RTOR Vols i 0; 0: Oi 0 Lost Time ;1.00 3.00 3.00;1.00 3.00 3.0011-00 3.00 3.00:1.00 3.00 3.00 Prop. Share; Prop. Prot.; 30! 22I ; 49 -------------------------------------------------------------------- Sipnal Operations Phase Combination 1 2 3 4; 5 6 7 6 EB Left * * ;NB Left Thru * ; Thru Right * Right Peas * ; Peds WB Left * * * 55 Left Thru * * Thru Right * * Right Peas * "reds N5 kignt ;EB Right SE kignt * ;W6 Right Green 7.OA B.OA. 42.OP ;Green B.OA 17.OA Yellow/Ap 4.0 '.0 5.0 ;Yeiiow/Ak 4.0 5.0 Cycle Lenath: 10O secs Phase combination order: #i #2 #3 #5 #6 .ntersection Performance Summary 3rou❑: A-i Sat v/c g/C Approach: yF-0w ka.io Ratio Delay LOS Deiav LOS _____ ____ _______ _____ _____ _____ ___ _____ ___ 17E7 0.434 0.570 ii.2 5 15.2 C i539 3725 0.733 0.440 i6.2_ C F. e9= 1599 e-087 0.560 6.6 B W= _ " ' i767 0.363 0.650 6.5 - 6 13.1 6 T 1937 3725 0.831 0.520 15.4 C _ R 1023 1599 0.412 0.640 5.8- 6 N8. L 525 1787 0.349 0.330 16.3 C 18.1 C TR 319 1679 0.245 0.190 22.3 C 56 L - 454 1787 0.35.5 0.330 16.2 C 17.7 C T. 357 186, 0.157 0.190 21.9 C R 460 - 1599 0.336 -0.300 -17-a C intersection_ Delay = -14.5 sec/veh Intersection LOS = B Lost Time/Cycle. L = 9.0 sec Critical v/c(x) = 0.707 ________________------------------------------------------------------ APPENDIX E Multimodal Transportation Level of- Service Manual LDS standards for Development Review - Bicycle Figure 7. Bicycle LOS Worksheet level of service - connectivity Immmn I Fz, 1 1 base connectivity: C I I El specific connections to priority sites: description of applicable destination area within 1,32ff including address VEwc.ITT —QFect AQ� tic uRekauy�ceq 1�l/1 i-Dt.trmD destination area classification (see text) eowtKGjee(Ac. I�t S1DCA1TtAL A*- -� p. 20 /-/ City of Fort Collins Transportation Master Plan Multimodal Transportation Level of Service Manual P 18 t.OS Standards for Development Review - Pedestrian Figure 6. Pedestrian LOS Worksheet E,(t=, r` description of applicable clestinationarea destination area within 1,32W dassification indudinf, add ress (see text) © �t�Jit�llDi 1 • ®®01®1�l10101 ------------ © MIM1=1�1�1 - Mimi �1m1m1m1�1 ��1�1�1�1�■ t�l1�lIC�+l10101 ®!�101©1�101 City of Fort Collins Transportation Master Plan APPENDIX D 1 1 1 1 1 f 1 UNSIGNALIZED INTERSECTIONS Ir te.rcection7btalDelay = (Velricle7 talDelayx Volume) _ Volume Level -of -Service (Intersection) _ Level -of -Service cAverage Total belay, sec/veh A <_5 B >5and 510 c > 10 and 5 20 () > 20 and 5 30 f? > 30 and <_ 45 1 > 45 Level of Service for Signalized Intersections Level of service for signalized intersections is defined in terms of delay, which is a measure of driver discorni'm and frustration, fuel cousunipllon, and lust travel time. Specifically, level -of - service (LOS) c6lelin are staled in terms of the average stopped delay per vehicle for a 15-ruin analysis period. The criteria are given in Table 9-1. Delay may be measured in the field or estimated using procedures presented later in this chapter. Delay is a complex measure and is dependent upon a number of variables, including the quality of progression, the cycle length, the green ratio, and the v/e ratio For the lane group in question. LOSA describes operations with very low delay, up to 5 sec per vehicle. This level of service occurs when progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Shoji cycle lengths may also contribute to low delay. LOS B describes operations with delay greater than 5 and up to 15 sec her vehicle. This level generally occurs with good progres- sion, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of average delay. LOS C describes operations with delay greater than 15 and up to 25 sec per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level. The number of vehicles stopping Is significant at (his level, though many still pass through the Intersection without slopping. LOS 1) describes operations with delay greater than 25 and up In 40 sec per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some cumbinn(ion of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not slopping declines. hldividual cycle failures are noticeable. LOS V describes opern(luns with delay greater than 40 and up to 00 see per vehicle. 'this level is considered by many agencies to he (lie limit of neceptable delay. These high delay values generally Indlcale pour progression, lung cycle lengths, and high v/c ratios. Indlvidnnh cycle failures are frequent occurrences. LOS F describes operations with delay in excess of 60 sec per vehicle. This level, considered to be unacceptable to most drivers, ul'lrn urculs with ovcrsnturalion, that is, when arrival flow rates exceed the capacity of the intersection. 11 may also occur at high v/c ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. TARLP 9-1. LEVEI.-OF-SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC) A 55.0 0 >5.0 and 5 15.0 C > 15.0 and 5 25.0 1) >25.0 and 5 40.0 Il >40.0 and 5 60.0 1+ >60.0 I APPENDIX C no ow Im ow ow so too A: aw r. ON s... 01c 9* a. ale ON HCS: Unsignalized Inter.-erti0ns Release 2.id Paga 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville. FL 3261i-208> Ph: (904) 392-037P Streets (N-S) hp east access/cambr (E-W) harmony Major Street Direction.-.. EW Length of Time Analyzed... 60 (min) Analyst ................ .. mid Date of Analysis.......... "S/97 Other Information........ 1997 long am pm Two-way Stop -controlled Intersection Eastbound Westbound I Northbound I Southbcund L. T R I L T R ; L T R ; L T R ---- ---- ----1 --- --- ----I---- ---- --- No. Lanes ; 1 2 1 1 2 1 ; 0 - 1 ; 0 0 > 1 1 Stop/Yield I N; N Volumes 1 11 582 2{ 1 728 17; 1 1 1: 104 1 130 PHF ; .9 .9 .9; .9 .9 .9; .9 .9 .9; .9 .9 .9 Grade 0 ; 0 0 0 MC's (%) SU/RV's (%)' CV's (%) PCE's ;1.10 ;1.10 111.10 1.10 1.10;1.10 1-10 1.10 -----------------------._-_--------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major- R.?ad 5-50 2.1.0 Right Turn Mirror r.oad 5.50 2.60 Through Traffic Minor Road 6.50 3-30 Left Turn Miner Road ?.CO 5.40 HCS: Unsignalized Inters-c Lions Release 2-Id Fa9e 2 Worksheet for' TWSO intersection ----- ----------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (voh) 324 404 Potential Capacity: (ceph) 949 864 Movement Capacity: (Pcph) 949 864 Prob. of Queue -Free State- 1.00 0.62 -------------------------------------------------------- Step 2: LT from Major Street WB EB --------------------------_..--______---___-___----_--_-_ Conflicting Flows: (vpl,) 649 6:E Potential Capacity: (Pcph) 769 616 Movement Capacity: (Pcph) 169 616 Prob. of Queue -Free State: 1.00 0.98 -------------------------------------------------------- Step 3: TH from Minor Street NS - --------------- Sa -------------------------------------- Conflicting Flows: (vph) 1488 1471 Potential Capacity: (Pcph) 147 150 Capacity Adjustment Factor - due to Impeding Movements 0.96 0.98 Movement Capacity: (Pcph) 144 147 Prob. of Queue -Free State: C_99--------- 0_99 --------------------------------------- Step 4: LT from Minor Sh-eet NB SE ------------------------_---__--_--__-_-_------__-----_- Conflicting Flows: (vph) 1470 1476 Potential Capacity: (ocoh) 122 120 Major LT, Minor TH Impedance Factor: 0-97 e-97 Adjusted Impedance Factor- 0-95 0.96 Capacity Adjustment Factor due to Impeding Movemar-ts 0.80 0.SI8 Movement Capacity: (Pcph) --------------------------------------------------------- 97 117 lnterse•-,tion Performance Summary Avg. 95% Flow Move ='eared TJtdl Queue i,Zpr=a:h Rate Cap Cap Delay Length LC'_. Dela/ Movement (Pcph) (Pcph! rpcPh)(sec/veh) (veh) ..__-__ ------ (sac/veh) -------- ------ NB L i NB T 1 144 : i64 22.4 0-0 C. 22.4 NB R - 1 949 > SB L 123 11,• ti7 360.9 15.6 F SB T 1 147 > 1?5.7 . SB R 158 - 8C,4 5-1 0.8 B EB L 11 616 6.0 C.0 E. O.l WB L 1 - 769 4.7 0.0 A 0.0- _ Intosection Delay = 26-2 sec/veh no ow r 14W ow on A 40*1 *a . �r AM JPW HCS: Unsi9nalized RZI ease 2.id "rage i Center For Microcomputers in Transportation University of Florid. 512 Weil Hall Gainesville, FL 3zoli-2063 Ph: (904) 392-0378 --------------------------------------------- Streets: (N-S) hp east. access/cambr (E-W) harmony Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... m:d Date of Analysis ........ 97 Other Information...... . 1997 long am pm. Two-way Stop- con t.rol l ad intar section Eastbound Westbound Nor tl ib ound Southbourd L T R; L T R L T R L T R I---- --- --- --- --- ---- ' ---- --- ---- ---- ---- ---- No. Lanes 1 2 1 1 2 1 0 1 : 0 ; 0 > 1 1 Stop/Yield N; N Volumes 110 542 1; 1 557 131; 1 1 2; 14 1 14 PHF ; .9 9 .9; .9 .9 .9; .9 .9 .9; .9 .9 .9 Grade ; 0 0 0 0 SU/RV's (%) CV's (%) I PCE's 11.10 11.10 ;1.10 1.10 1.10;1.-10 1.10 1.10 ------------------- - -- ----------------------------------------- -- A.d iustment Factors Vehicle Cr-iiica) Follow-up Maneuver Gap (t9) ------------------ Time (if) ---------------------------- Left Turn Major --------------- Roa_ 5.50 2.1_ Right Turn Minor- Road 5.50 2.60 Through Traffic Minor kaad 6.50 3.30 Left Turn Minor koad 7.00 3.40 HCS: Unsignaliceo Inter>=colons Reiedse 2.10 Page 2 Worksheet for TW5C Intersection -------------------------------------------------------- Step 1: RT from Minor Street =---------------------------------------------------- NB S6 Conflicting Flows: (vph) 301 310 Potential Capa•�ity: (Poch) 975 964 Movement Capacity: (pcph) 975 964 Prob. of Queue -Free E.tat.e: i.00 0.98 Step 2: - - LT from Major Straet-------------WE _.--__-__-_- L6 - Conflicting Flows: (vph) 603 765 Potential Capacity: (p,:ph) 814 666 Movement Capacity: (pcpF-) 814 666 Prob. of Queue -Free State: 1.00 0.80 THf=- omMinorStre_t Step_--_ -------------------------- NB SB - - Conflicting Flows: (vpll) 1490 1345 Potential Capacity: (pcph) 147 178 Capacity Adjustment Factor due to Impeding Movements 0.60 0.80 Movement Capacity: (pcph) 117 142 Prob. of Queue -Free State: 0.99 0.99 -------------------------------------------------------- Step 4: LT from Minor Street NB S6 ----------------------------------------- Conflicting Flow_: (vpa _______________ 1345 1417 Potential Capacity: (Pco�.) i46 131 Major LT, Minor '•H Impedance Factor: 0.79 0.79 Adjusted Impedance Facts,-: 0.84 0.64 Capacity Adjustment Faster due to Impeding N.cvements C.62 0.84 Movement Capacity: (pc -oh) --------------------------------------------------------- '.20 110 :n terse.tion performance Summary Avg. 95% Flow Move :hared Total Queue Approach Rate Cop Cap Delay Length L03 fleldy Movement (ocph) (rc zn '• (oeph)(sec/vehl ------- ------ (vah) ------- ------- ------ (sec/veh) --------- ________ ______ NB L i 1: > NB T i .17 2il 17.4 0:0 C 17.4 NB R 2 97- SB L 18 110 ill- -19.1 0.6 E SB T 1 142 > - 22.1 SB R 18 964 3.6 0.0 A ES L 1=4 666 - 6.8 .0.9 6 1.1 WB L 1 814 4.4 0.0 A 0.0 int-. s_-. t i- n-Delay -= 1.1 .sec/veh - HCS: Unsignalize.. In!:,-r=actions Releaa__ ..Id Pao= 1 Center For Microccmi;ut-rs In Transportation University of for ida 512 Weil Hall Gainesville. FL 2611-2083 Ph: (904) 392-0378, Streets: (N-zJ hp west. a•-ces.s (E-W) harmony Major Streei. Gv'e:_t icn .... EW Length of Tim< Analyze... 60 (min) Analyst ....... ........... mjd Date of Analys'.s.......... Siff/97 Other Information.. .. 1'097 long am pm Two-way Stc,P-con':r olled 11 '-�ec tion Eastbound, 1 Westbound Northbound ; Southbound L. T R L T R L T R L T R ____ __-- ___-___- ____ __------ ____ _-_-____ ____ ---- No. Lanes 12 0 ; 0 2 1 0 0 0 1 0 1 Stop/Yield N; NI I Volumes t2 556 797 15; 56 156 PHF .. .S ; -9.5 Grade 0 0 I 0 MC's (%) SU/RV's (%)I CV's (%) i PCE's ;1.10 ; 11.io i.10 ---------------------------- ------------------------------------------ Adjustment Factors Vehicle Critical Follow-up Maneuver Bap (tg) Time (-f) ______________-_____.._____________________________________________ Left Turn Major F;,a.; 5.50 2.10 Right Turn M:n::r toad 5-50 2.60 Through Traffic Minor koad. 6.50 .i.3C Left Turn Mir,cr 7.00 � .-- HCS: Unsignalied Enter,actions f:e teas- 2.1d gag- 1 WOrksheet. for 1"W5C Intersection --------------------------------------------------------- Step l: RT from M nor Street NB SB ------------------ ------------ ---------------------- Conflicting Flows: (vph) 443 Potential Capac" v: (pest;; 676 Movement Capacity: (Pooh) 826 Prob. of Queue --Fret Stag : 0.77 -------------------------------------------------------- Step 2: LT from Major St.: -?et —-------- ---------------- wE FB ------------- - ---- ----' Conflicting Flows: (vph) 903 Potential Capacity: (poph) 561 Movement Capacity: (Prp6) 561 Prob. of Queue -Free State: J.95 -------------------------------------------------------- Step 4: LT from Minor S.treat N6 SB --------------------------------------------------- Conflicting Flows: ,,vph) 1536 Potential Capacity: (pcph) 110 Major LT, Minor TH Impedance Factor: 0.95 Adjusted Impedance Facto+: 1D.95 Capacity Adjustment Fat for due to Impeding Movements 0.95 Movement Capacity: kpcph) ------------------------ —----------- ------------- 105 Interssction Performance Summary Avo. 55% Flow Move a-ec Tatal Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcvh) (pcph) ,Pcph)(sec;veh) ------ - -_L (.eh) ------- (sec/ven) - --- -- ------ -------- ------ ------ SB L 66 105 0 4.3 F 25.5 58 R 190 626 ..." 1.0 EB L 20 5;i i 6. 7 C. 0 1 nte: scc tion Delay HCS: Lin sia nal iz,d 1ni.er-ices aeleasa ...ld rage 1 Center For Mi:'r-o,:ompu ter s i ransoortation University of Flog ida 512 Weil 'hall Gainesville, rL .:�tt Oe3 Ph: (9C4) Streets: (N-S) LP west; - (E-W) harmony Major Street Gir-,Jinn ., EW Length of Tin.- Aria iyzed... 60 (,ninj Analyst....... ;nin Date of Analysis.......... S' Other Information ....... :99% long am pm Two-way Stop-controllec lntersection -----------------------...------'---'-_ E+r tbound We-tbourTd Nor thb'� nd I Sou'thbuund L T Ii L T R L T R I L T R ----- ----- - ---- ----I---- --------'---- ---- ---- No. Lanes 1 2 0 i 0 2 1 1 0 0 0 1 1 0 1 Stop/Yield N: NI Volumes 263 502 522 72:, 10 13 PHF .9 Grade 0 0 0 MC's (%) SU/RV's iI Cv's (%) PCE's ;T.irj j1.10 t.1C ----------------------------------------------- HCS: Uns igna1 i:,ci In ter_ec tions Release L Id Page 2 Wor-k.sheet. for TWSC intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 290 Potential Capacity- (Pcph) 987 Movement CaPacity: (P'Pt1) 9,97 Prob. of Queue-Frae Stata: 0.99 Step 2: LT from Major Street__-___--- _ --_WftEB __-------- Conflicting Flows (voh) 660 Potential Capacity: (p•-Ph) 'S8 Movement Capacity: lhcut.• 758 Prob. of Queue -Free 5tate: 0.58 -------------------------------------------------------- St 4 LT f,Da, Minor Street N6 SB eP_________________________________________ Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impee ing Mc•v:.;T,er,ts Movement Capacity: ;pc,-h) ------------------------------------------- 1581 103 0.58 0.58 0.59 59 Adjustment Factors interaction Performance Summary Vehicle C'ritica' Fol Avg. 9.5% Maneuver "Jap (tg) Time itf) F1 Mcve Shared Total Queue Approach. __________________________________________________________________ Re. to Cap Cap Delav Len9 th LOS Delay, Left Turn Ms Gtoad 5-50 <.10 Movement (pcpl;) (Pc-^l (ocPt;l (>-c/veh) (veh) (->ec/veh) _i;r Right Turn Min.,; �' '.ram 5.50 2.60 ------ ______ _______ Through Trmffic M-.no- -'_a- C.50 3.30 SB L 12 ... 76.4 t Left Turr. Minor i:oad 1.')0 3.40 35.3 56 R iS .c- -.% EB L 3"1 �:° a".2 2.4 B 2.5 jr,}_r___tion Delay = 2-0 s-c/veh HCM: SIGNALIZED INTERSECTION SUMMARY 'Ve-sic.n. 2.4d 05-0S-1997 For Mic::'ocompute,; In Tr ansportatiorl Streets: (E--WI) i,a+-rt:or.y (N-S) cr9 Analyst: Matt File Name: Area Type: Other 5-5-9'am , pm Comment: 1997 long _a_tboun' Westbound Northbound Sou t.hbound L T r, ; L T R I_ R L T R i 1 I 'I I No. Lanes 1 2 1 1 2 i 1 1 - 1 1 1 Volumes 174 10'6 SI 3 696 137; 3 9 6; 175 1 47 PHF or PK15 '10.90 0.30 0..90:0.90 0.90 0.90;0.90 0.90 0.90;0.90 0.90 0.90 Lane W (ft)112.0 12.ij 12.C;12.0 12.0 12.0112.0 1Z.0 ;12.0 12.0 12.0 Grade 0 0 0 0 % heavy Veh; 1 2 i; 1 2 1; 1 1 1; 1 1 1 Parking (f/N) N i(Y/N) N ;(Y/N) ;(Y/N) N Bus stops 0; C; 0; 0 Con. Reds ; 0; 0; 0; 0 Red Button (Y/N) Y n ." s;(Y/N) Y 14.5 s;(Y/N) Y 20.5 s;(Y/N) Y 20.5 Arr Type 1 3 3 3; 3 3 3; s 3 3 3 RTOk Vols 0; G; 0; 0 Lost Time ;1.00 3.00 3.00:1.00 3.00 3.00;1.00 3.00 3.00;1.00 3.00 :3 .00 Prop. Share; Prop. Prot.:, 7; --------- - -- ------------- --- Signal Operations Phase Combination 1 2 3 4; 5 6 7 E EB Left ` * ;NB Left Thru + * Thru Right * * ; Right Peds * ; Peds WB Left: * ;Sb Left Thru ' Thr-u Right` Rich` Peds * Pees NB Right ;cB Right SB Right IWE -i-.1 Green 9.OA 59.0E 'Green 22.G41 'ie ilow/Ak 5.0 Cycle Length: 13C s_Phase combination order: ki 4" b5 _______________________________________________________________________ Sn_e.^section Reef Jr;0ani,c SIM: ary Lane of oup: Adj bat v/c 9/C App%odch: Mvmts Cap Flow Ratio Ratio =rt Ioy LOJ Delay L _____ -------- _____ _____ _____ ___ _____ _ EB L 36- 1787 0.629 O.720 t.b E. 4.E T GCS '25 0.48' _ 700 4.5 A R t119 1599 0.008 0.700 2 9 A W6 L 3i+ Z 0 7 0.023 0.630 4-5 A 6.2 6 T 2,172 3725 -0.357 0.610 6.?. 6 R 915 1599 0.213 C. 610 5.7 B - NB L 464 1785 0.006 0.260 17.7 C 18.7 TR 4?4 1765 0.040 0.240 1a. 5 C SB L 4 166 0.442 ti-260 26.5 C 20:2 C T 451 1681 0.062 0.240 P 64 1-199 0.136 0_240 1'9 3 C lnt-rs action Delay = 6.5 sec/,5n intersection LOS "e Lost Time,/Cy.:In, L = 4.0 sec Critical v/c(---) = 0.471 - - HCMt siiJN rll.l i_+: [i iW!F�:SE:iION SUMMARY -.ion '.qd 05-06-i997 , Mic;roconlputer !rl• i-aosp a'{anon =v====_.__<___.____.___________ Streets: (E-W1 nnrmcriy N-S; cr-9 Analyst: Mait File Name: Area Type: Other 5-6-9' am Fm Comment: 1997 long Lastbvunc Westbound Norfhb,;und ouuthbound-- ; L T w ; L T R ! L T R ; L T R --- --- --- --- ---- ---- No. Lanes I volumes 43 r",„_°, 10; 16 1i125 '76; 6 7; 121 S 123 PHF or, PK 15 0.90 11_9it 0.9C';0.90 0.90 0.90;0.9c 0.90 6 90;0.90 0.90 0.90 Lan:- W (ft);1,:.0 1L.0 12.G;1:.0 12 C 12.0I1E.0 IZ -U 12.0 12.0 IL.0 Grade 0 0 C 0 % Heavy V=h; I 1; 1 2 1! 1 1 1; 1 1 1 Parking r/Nj N ;(Y/N) N ;(Y:N) N ;(Y/N) N bus Stops G, 0; 0; 0 Con'. Fads 0; 0; 0; 0 Pea button ;(i!N', 11.5 s, ;(Y/N) i 14-s;(Y/N) F 20.5 s;(Y/N) Y' 20.5 Arr Type ; .� .3 3 3; i 3 3 3 3 RTO'R Vols 0; u; 0'. 0 Lost Time '1.90 n1.00 -.30; 1.00 3.00 3,00;i. 00 C, I-) 3.00 1.00 3.00 3.00 Prop. Share; Prop. Prci:.; 7; ----------------------------------------------------------------------- Signal Operations Phase ComLinat ion 1 2 c 4 I 1, E 7 'G E8 Left ' 'B ;,ft = Thru Tnru :. k'i❑ht Peds weds WB Left: ° ;SB Lett r Thru ' ; Tnru Right: " k-. ghI ` Pecs. Pe._ , NB Right ;ER .: iyht 58 Rignt ;WE. sight Cr een 7.6A. 61.OR ;Gr'een 22.OA Yell uw/A-n CI -C `,. it ;fe11 ow/Ale 5.3 Cyc:e Length: 1:1(=e..s Phase combination. .;;-der 11: @2 r5 _______________________________________________________________________ inter_ection -erformante Summar-_ Lane r-.:;upr Adj Sat vi., g/C Aopr oa: n: Mvmts ., p `low R a t i r. Ratio .el ay LOS. 0, Iy LOS ____ _______ _____ _____ _____ ___ _____ ___ E2• L. ILI17, i1.222 0.7Ze 4.1 A 4.0 A T C._. 25 0.,..7 0.700 4.0 A F' i119 599 0.010 0.700 2.0 A WB L i40 216 0.1:5 CI. 65o 4-3 A 6.5 E. T 2".47- - C.511 0.630 6.7 B R 10''7 1599 0.417 0.630 6.2 B NB L 450 1730 0.018 0.260 17-8 C 18.5 C TCt 4i5 1'31 0.036 0.='40 15.E SE L 44,: 1''01 0.303 0.260 19.3 C 7.0.0 C T �1 i581 O.OZ2 . !Dl ib-5 C R .!T4 y9 0.370 G.240 20-a C i rat er section Delay = '.0 _.r /„el, :rater Becton LOS = E Lost Time!!:, •tl L = 7.0 sec Gritical v;c(x) = 0.470 APPENDIX B 11 I MATTHEW J. DELICH , P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 TABULAR SUMMARY OF VEHICLE. COUNTS obwrmr >�l= 4 28 4? D y A6A bA Y ;,m, Foe r �oc c �.0 s / ( INTERS=ON OF MID 1-r<Q %z.f(Or(JY R = Right t�rtr 5 = Sttaignt L =Left tum BEGINS - LAST (-)A"eIt6G I+ tram SOUTH N�artliAL scum' N 3 I R I IILo I P-tram EAST S I L I TatM 1 0 1 ALL9A"0,uy #AoeA40AJV i N tram WEST TOTALTOTAL ALL 11 R I S I L I TwW 110 1 Z51 115 12(oC-o N II from NORTH 11 A I S I L I Tata1 II R 1 S I L I Tatai 1730 110- 1 G I t 1 3 II o 1 0 1©1 o "14S` 114 16 14 I II t t o 11 i Z tv 1131 1 1 0 1 110 izs(vl Z12$ 0 II `0o 115 I o IS f io 111 1 o 10 1 1 I /( 113?1 10 111 11 7(p 151 !Z03� 11 15 11.2 1 6 14- 1 7 1101 0 1 0 1 o I 7 773 '11 o l 110 l Z013Z1 Z52u II II I I I It I I i n 11 Z 1 0 1 1 1 3 11 3 1 II I 111311 1 I 10 1 !I 111 I 11 0311 I I I ollo 1 44. tl II 11 -P-0430 14 l o 114-1 Zi II I i I 1 I i 1 sl I I I II I i 1 it II I II I t o II I I l 0 II O II I 1 l 0 11 1 1 1 Z- I Z- 11 -2- PCV5II I I to I I I to II v II I f to II I I to 11 o 11 0 43o IIZol o It31 33110 to to i o II 33 113 1 101 ll©IZtol3 17 1 11 "5- 112q 1 0 1341 (v 3 II o o l o 1 o 11 (D 3 114 1 101 11 t IZZZ13 1 zs[o ! 11 sa0 14? 1 o 1,591 ?5 li o I o I t 11 it 'ism 11-7 1 1 1 1 110 12 014 1 Z84-11 11 stS 11 4-1 O I( 1 53 110 10 10 1 0 11 53 113 1 1 11 1 126 1 1 1 zlaoli 1 I I I i I i I II I I .10 I I I I I it II 4301530100110 lto4lZ34110 10 11 1 1 Z 35' 11 J? 1 1 1 1 II Z Iq 701 1117 W 311 1 �F5 II I I I II I I i 0 I t. 1 1 0 1 1 1 0 1 o I t PEP51 1 1 to I I I to O 1 1 to I I I to 0. o ■ � � A � �' A �■ �I A � � - �I a fig a A � A � A m ri MATTHEW J. DELICH , P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 TABULAR SUMMARY OF VEHICLE. COUNTS Opp A4ar--c Date4 R = AiQht turn INr sEcTION OF 4 P- I AND �A rIA oAJy LLtraigm eft turn TIME BEGINS from NORTH 1— '4 from SOLITH Norm I WAIL ,iy tram EAST 14AeAJO%W tram WEST AL awlSouth I `"°" TOTAL ALL R( S I L I Total If R I S I L I Tatar I R I S I L I Total 11 R I S I L I Totaf 7 3 o II 4 1 IZI !I I I I q !o II 11 1245 i 12 s(a II f 1511 II II ?45 113 1 14- 1 7 II 1 1 1 q 7 IlZf IZ4-q I I Z7¢11 1 1541 11 1! 7rri0 II5-1 13 I (I I I ! q g 111711V71 IZ04-11 1 1741 II II 7I s III 1111 11 8l I 1 201311 1 1?4-1 II 0 II I I II i I II i I I I II I I I II II 730-$30II11 110 1 23 I I I 1 N 2 3 (I? 21'6701 1 q 4Zll 1 12631 f! II I) I I I I I I ! II II I I I I I I I ii II r.-Es II I ! ( o II I I I II o II I I I t II I IZI II 3 II 3 11 I 1 t o II I I I II II I I t o tl I l o t 11 0 it o 450 11351 1121 4711 1 i I N A7 11 4- 13z I 1 3Z511 1 1 C9 I I I 45- 11Z91 117 1 4Co II 1 I I 11 4-(p 114 13ZG1 133o ll 1 14 I 11 11 s-0o 11 / 1 11 1 (07 II 1 1 1 II !o7 11 r 1345-1 I 4(o ll 1 17 1 II 11 sr s 11411 11 l 1 5Z I! 1 1 1 11 .5 Z 11 13 X91 1 34Z it 1 15,1 11 II II I I I A i I I II I I I I II I I I II II 43o-s3r�ilt5(ol Is4,1Z 2-11 1 1 1116 II l-gl 1) 1 I . izz i ! 1 ON a� _ ■a is w � a � a I� _ � a■ � a as a � a I. MATTHEW J. DELICH , P.E. Z 7 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 TABULAR SUMMARY OR VEHICLE COUNTS Ooaerver rfC E .�� c S R � Rigm tu Date 4 17 97 a y #uRSPAY.cu, Foe r//�� eog e- I U rn INTERSECTION OF AND 9AA A-leU Y Re A S = Straipm L a Lett turn e 9 i e 9 q-tet7;Totw B NS trom NORTH tmm SOUTH E 0TAL tram EAST �� tram TOTAL TOTAL ALL R I S I L( Tara! II R I S I L I Total 1 5oi t" I R I S ( L I Total II R I 5 I I "'e°` t 730 11�31 ( is81 QZ II 4 13 (1 I G Div 11s211$2! 1 I z3s11 1 1e(oz135-1 2 ii s 3311 (o23 74 S 11101 01431 :5 II 1 I 10 1 Z 11 ss 11531 ol21 I I Z(PC&II 3 1.33(aI5313 7 z D 656 II 7/ 3 "roC) 11 g t 0 141 1 4q II 1 1Z 1 Z 1 5 I 6-4 1143114310 1 19-E; 11 4 Iz.351¢ I Zgg II 474- 11 57-8 gIS' 11 4q ! U 13-3139 110 13 !O 1 3 11 4, 113 I 154Y ! I q 1 110 12431 I Z3'011 4-79 II 5Z1 II I I i II I I 1 II II I I ( I{ I I I II it 11 z 387s` 7 3o-$3d 71 1 11761 Z 2 3 11 C9 9 13 11 <R II 24 1 1119 711, l 3 1 W c6 1,11 8 l 0 17411 Z :-P� 1 z 144 II I I i II ! I I II it f f I V I I 1 11 0 �� rill I I l 0 11 1 I ! O 11 b 11 1 1 1 1 II 1 1 IN?- 11 3 N 3 I sQ0 0 11231 3 IZZI 4 8 11 1 1 1 1/ I 3 II s1 IIS 3 1ZQtv15"1 33411 4 117 ZI 9 1 Zosil s3 4 11231 1 1341 5-R 11 1 1 O 12 ► 3 11 1 I$1 IZ7sl 5 13&t 11 3 1Z &1 101 zZ "s'- 11 ros -mod 114(01 I I (olg3 114-I 4 I 1 I 4 II QZ {l1131Zs413137oif 1 IZZ41 IZ41 11 (a 1 II?O3 rs ii IA (R1 (09 II 1 1 1 13 1 tr 11 illol I Zs 1 3 135711 I 31 I Z431 00 11 & -7 li i I I ! i I I !I II I 1 I II I I I I. II IUZ I IIZ 1258i1 7 I (g 17 1 Zo 11 Z 1137:j91oZ lgl Itq 1 1427,1110I 5I 31 RI$ It3 vlzioi II I I II f I I V I I I I II I I I I li 11 7 /31 r�511 I I I I I o It II 1 I! ! I I f o I' I n)sll I I I o 11 I I o o f I I t o I I b' Il o II � � APPENDIX A - Acceptable level of service is achieved for pedestrian and bicycle modes based upon Fort Collins measures in the multi -modal transportation guidelines. The signal at the Harmony /Hewl ett- Packard West Access will provide for convenient pedestrian access between the Harmony Technology Park and the Hewlett-Packard facility. In the short range future, the only reasonable transit ' service for Celestica Colorado would be an extension of the Southside Shuttle. This would provide peak hour service as it currently does for Hewlett-Packard. In the long range future, ' transit service will be at LOS B. 25 ' assumption that the area streets will be built to Fort Collins standards, the bicycle level of service will be in the A category. The Bicycle LOS Worksheet is provided in Appendix H. Transit•Level of Service Currently, the only transit service in the area is the Southside Shuttle. It is logical that this specialized service be extended from its current terminus, at Hewlett-Packard, to the Celestica Colorado site. With just this transit service, the LOS will be the same as the existing LOS E. Long range future level of service will be at LOS B. This was discussed in detail in the ODP transportation study. ' IV. CONCLUSIONS This study assessed the impacts of Celestica Colorado on the short range (2000) transportation system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: The development of the Celestica Colorado site is feasible from a ' traffic engineering standpoint. At full development of this facility, approximately 3220 trip ends will be generated at this development daily. ' - With the current peak hour traffic, all key intersections operate acceptably, overall. There are delays for minor street left turns at stop sign controlled intersections along Harmony ' Road.. There are no pedestrian, bicycle, or transit facilities adjacent to this site. The Southside Shuttle serves Hewlett- Packard to the north of this site. There is very little pedestrian or bicycle activity at the existing intersections near this site. - Using the short range background traffic volumes, overall operation will be acceptable at all key intersections. As with the current operation, some minor street left turns will experience ' delays at stop sign controlled intersections along Harmony Road. - A signal will be warranted at the Harmony/H-P West Access/ Technology intersection. - Using the existing traffic plus the site generated traffic, ' all key intersections will operate acceptably. Using the short range total traffic forecasts, operation ' will be acceptable at all key intersections. The recommended geometry is shown in Figure 10. 1 24 I street can either be striped to indicate the geometry shown in Figure 10 or it can be striped with more lanes. The geometry shown ' in Figure 10 indicates that Harmony Road has a four lane cross section with auxiliary lanes. It is expected that the westbound left turn approaching Technology Parkway will be built to the length required in the ODP transportation study. The lane lengths shown in Figure 10 are minimums, recommended with just development of Celestica Colorado, Phase 1 and background traffic. If longer lanes are built, there will be no operational concerns. Pedestrian Level of Service There are or will be five applicable pedestrian destinations within a quarter mile of Celestica Colorado. Two currently exist: ' the Wild Wood single family residential area, west of CR9; and Hewlett-Packard, north of Harmony Road. Three are future developments, which either have approved plans or are in the development process: Preston Townhomes, west of CR9; Preston ' Center, west of CR9; and Symbios Logic, northwest of the Harmony/ CR9 intersection. The Celestica Colorado site is in a designated future activity center at/near the Harmony/CR9 intersection. The level of service determination assumes that future developments will build their streets in accordance with Fort Collins Standards. This being the case, then pedestrian facilities will exist where they currently do not. This is a reasonable assumption. The Pedestrian LOS Worksheet and back up calculations are provided in Appendix H. The minimum level of service for activity centers is B for all measured categories. This will be met or exceeded to all identified destinations. It will be difficult to cross Harmony Road as a pedestrian without benefit of a traffic signal. The Hewlett-Packard West Access is considered to be the main entrance to this facility. This location is also central to the Harmony Technology Park and, as such, would be considered to be the main access also. This intersection is expected to be signalized within the study time frame. With a pedestrian phase at this signal, as well as, at the ' Harmony/CR9 intersection, pedestrian crossings of Harmony Road will be safe. ' Bicycle Level of Service The Harmony Technology Park is located in a future activity ' center. Four locations are identified as destinations for bicyclists: Hewlett-Packard, Wild Wood Farm, future Preston Center, and future Symbios Logic. They will be directly connected to the site via the future Harmony Road Arterial Bike Lanes, which have been identified by Fort Collins staff as being funded, and existing and future bike lanes on CR9. Therefore, with the 23 11 Hewlett-Packard Ip a m a ® 3� v) (170'-220')+T HARMONY j/_(_5V-70')+T ROAD z�QrCD { �\ 450'+T C, 0 3 TIMBER- OR�I/ Celestica ZM Ua WOODer �r Colorado ,, OR ,n �cC/i1,LLL/11L�/ O F- D O U SHORT RANGE GEOMETRY Le end: = Lane T = Taper [A Figure 10 22 Table 5 Short Range Total Traffic Operation Intersection Harmony/CR9 (signal) .Harmony/H-P West/Technology (signal) CR9/Timberwood/Site Access (stop sign) EB LT EB T/RT WB LT WB T/RT NB LT SB LT Overall 21 Level of Service AM PM C C B C B A A A A A A C A B A A A B Table 4 Existing Plus Site Traffic Operation Intersection Harmony/CR9 (signal) Harmony/H-P West/Technology (signal) CR9/Timberwood/Site Access (stop sign) WB LT WB RT SB LT Overall Pic Level of Service AM PM B B B B A A A A A A A A Table 3 Short Range Background Traffic Operation Intersection Harmony/CR9 (signal) Harmony/H-P West Access (stop sign) SB LT SB RT EB LT Overall CR9/Timberwood (stop sign) EB LT EB RT NB LT Overall Level of Service AM PM B B F C A A A A A * Calculated delay greater than 100 seconds. 19 F* B D B A A March 1991, allows for future traffic signals at the existing Hewlett Packard East Access and County Road 7. The plan did not consider additional signals. The results of this analysis indicated that the additional signal at the Harmony/Technology Parkway intersection would not have a detrimental effect on traffic ' progression along the Harmony Road Corridor. City staff is currently pursuing an amendment to the "Harmony Corridor Plan." Efforts are also underway with the Colorado Department of Transportation to break the Deeded Access Line at this location. Operations Analysis Capacity analyses were performed on key intersections adjacent to and near the Celestica Colorado site. The analyzed intersections were suggested in the scoping meeting with City staff. The analyses correspond with the traffic forecasts shown in Figures 6, 8, and 9. The Harmony/H-P East/Cambridge intersection was not analyzed since the only volumes that will change are the through volumes on Harmony Road. This intersection should be analyzed in future PDP transportation studies when this intersection is used to access the Harmony Technology Park. Using the background traffic volumes shown in Figure 6, the key intersections operate in the long range condition as indicated ' in Table 3. Calculation forms for these analyses are provided in Appendix E. Overall, the key intersections will operate acceptably. There will be delays to minor street left turns in the afternoon peak hour at the stop sign controlled Harmony/H-P West Access intersection. Using the traffic volumes shown in Figure 8, the key intersections operate in the existing plus site traffic condition as indicated in Table 4. This operation reflects a signal at the Harmony/H-P West Access/Technology intersection. Calculation forms are provided in Appendix F. Overall, the key intersections will operate acceptably. Using the traffic volumes shown in Figure 9, the intersections operate in the short range total traffic condition as indicated in Table 5. Calculation forms for these analyses ar,e provided in Appendix G. All of the key intersection will operate acceptably. ' Geometric Analysis The geometry at the various intersections was analyzed using 'the short range total traffic forecasts and analyzed operation. 'The recommended long range geometry is shown in Figure 10. At the ' Harmony/CR9 intersection, the geometry is determined by the operation of the intersection. CR9 may be constructed to a width that could provide more lanes than indicated in Figure 10. The ' 18 1 Hewlett-Packard m� ® 3 n ® = k S 0 C3 Go0 o , - 225/440 � o 75/15 <D f h N .�— 880/1480 - Z o —1170/1760 t, f-115/160 HARMONY) + L*.,I f— 50/30 ROAD 235100 _/ } 265/25 -� 1425 1090 9 n u0 1295/1230 0 0 105/120 -� -o 0 165/100 --� �z LO O to tD LO .-- m PO !%%%%l/%%%%%%/,\ 0>_ 03 OX LO I/ Celestica =Q 0 TIMBER- "I' INI ^ —NOM130 / Colorado W a WOOD y' 1 �. '� 5/5 ~ 110/210 NOM. 5/20 - `CL/1.ULO Ln .L11.�1L� r, SHORT RANGE TOTAL PEAK HOUR TRAFFIC n N n o 135/20 LO L o-1275/1670 5/5 110/15 -� f I 1205/1320 - ��� 5/5 -� LO o Ln AM/PM Rounded to the Nearest 5 Vehicles Figure 9 17 I Hewlett-Packard Zo ® e 3� ® = 6 LO to �02 0 o M 205/435 o o 75/15 "' "' "'1-725/1130 z — 910/1290 �- 30 45 HARMONY + 50/30 17Y45 } 265/25 r 1180 925 o to o 1005/995 y 0 O 65/65 LOo 0 165/100 --� z 0 N N N If7 LO L o f%%%%T/%%=/% -/. Celestica -4 130 [Colorado 01 G/1LL/1 L� N 0 0 135/20 Lo to - — 1015/1200 ROAD ) 1 /- 5/5 110/15 915/1085 n CD LO 5/5 �� to o LO AM / PM Rounded to the Nearest 5 Vehicles EXISTING PLUS SITE GENERATED PEAK HOUR TRAFFIC G m U Figure 8 16 1 1 1 t 1 1 1 1 1 1 1 1 1 i 1 1 1 i N m 16/57 — 26/98 r— 27/29 HARMONY 101/58 - 9/29 56/51 I 164/96 I cG M O � N TIMBER - WOOD 1 0 0 0 m Z O f/777-/-/7/-=, v Celestica 40/126 Colorado 1/3 `CL/I.G/111�1 L� SITE GENERATED PEAK HOUR TRAFFIC Hewlett-Packard 26/24 49/27 ROAD AM/PM N Figure 7 15 1 i 1 1 1 1 1 1 1 1 1 1 n Hewlett-Packard o iA 3m C1 a� x` LOLO C)o 205/380 o +- 850/1380 t-- 85/130 HARMONY � - 11125/173o ROAD 235' 100 -! � f I 265/25 1320/1030 — to o 0 1280/1200 — 50/70 - o N Ln oto 00 TIMBER - WOOD j 110/210 5/20 - o in to CD SHORT RANGE BACKGROUND PEAK HOUR TRAFFIC W. 0 0 �135/20 o — 1180/1610 - 5/5 110/15 __)vj) f r 1175/1240 -r 5/5 �� Un o un AM/PM Rounded to the Nearest 5 Vehicles W C U Figure 6 14 u traffic was increased using various traffic studies cited earlier. For the PDP transportation study, the level of development ' reflected in the "Fossil Creek Reservoir Area Plan," March 1997, was not considered. This is a significant development that, if approved, would not likely be very far along in the time frame considered in this study. Peak hour background traffic is shown in Figure 6 ' Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figure 7 shows the short range peak hour site generated traffic with access as shown on the proposed site plan (Figure 4). One full movement access is proposed on Harmony Road. This is the public street access that is named Technology Parkway. While Cambridge Drive will continue ' to exist across from the Hewlett-Packard Fast Access, Cambridge Drive will not be connected to the Celestica Colorado site. Therefore, no traffic was assigned to this site access. As mentioned earlier, two accesses are proposed to CR9.. The south access is expected to be primarily for service vehicles and trucks. No peak hour traffic was assigned to this access. Figure 8 shows the existing plus site generated peak hour traffic at the key intersections. Figure 9 shows the short range total peak hour traffic at the key intersections. This is the sum of the site generated and the background peak hour traffic. I I 1 u Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. Using the traffic volumes shown in Figures and 9, it is signal warrant will be Technology intersection. afternoon peak hour. Interruption of Continuous would also be met. Signal Progression likely that Warrant 11, Peak Hour Volume met at the Harmony/H-P West Access/ This warrant will be met during the It is also likely that Warrant 2, Traffic and Warrant 10, Peak Hour Delay An analysis was conducted in the ODP transportation study to determine if the proposed signal at the Harmony/Technology Parkway intersection would impact future traffic progression along the Harmony Road corridor. Signal progression refers to the movement of through traffic along a roadway with no stops. Currently, the "Harmony Corridor Plan," prepared by the City of Fort Collins, 13 1 1 1 1 1 1 1 f 1 f 1 1 1 45%-50% _ HARMONY ROAD r/ »�,771/%7/?� i W ✓ Celestica o � Colorado /+ 0 Ln 0 N on 20%-25% _ TRIP DISTRIBUTION 12 Figure 5 Table 2 Trip Generation Daily A.M. Peak P.M. Peak Land Use Trips Trips Trips Trips Trips in out in out Industrial Portion - 700 2340 235 45 215 258 employees (2 shifts of 350 each) Office Portion - 200 880 95 13 15 78 employees Total 3220 330 58 230 336 11 I primarily be used by employees. The south access to CR9 is a service access that is intended to be used primarily by trucks. It is expected that this access will not be used very much during the peak hours. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information, prepared by the Institute of Transportation Engineers (Trip Generation, 5th Edition), and interviews with project team staff and consultants were used to project trips that would be generated by the proposed uses at this site. Table 2 shows the trip generation at full development of the Celestica Colorado site. Land use code 130 (Industrial Park) was used for the manufacturing employee count and land use code 750 (Office Park) was used for the office/ administrative employee count. The mix of uses is similar to the existing Hewlett-Packard facility to the north. Since the 700 manufacturing employees will work on two shifts with some overlap in the afternoon, the trip generation as calculated from the reference document was adjusted. The adjustment resulted in higher trip generation. In the ODP transportation study, trip generation for the Hewlett-Packard facility was calculated and compared to current counts. The calculated peak hour trip generation was approximately 30 percent higher than actual counts. This difference is likely caused by transportation demand management and alternative modes. This was applied to the ODP transportation study trip generation. However, since some transportation demand management options may not be available to partial development of the Harmony Technology Park (phase 1 of Celestica Colorado), no adjustments were made to the trip generation in this PDP transportation study. ITrip Distribution The directional distribution of the generated trips was determined for the Celestica Colorado site. This distribution depicts a short range condition. The distribution was determined based upon a gravity model analysis and was confirmed by City staff. The trip distribution is shown in Figure 5. Background Traffic Background traffic is defined as the traffic that is and/or will be on the area streets that is not related to the proposed development. Future analysis year was 2000 (short range). This ' is a developing area of Fort Collins and, as such, the traffic increases are largely dependent upon land development. Background 10 a N 0 CID NO SCALE } 3� o xa HARMONY — ROAD _ � �_ OHNiNNHHNHHim TIMBER W OOC DRIVE (Proposed) D [�.^ OffIfIH{IHNHIH44Hif10 III I _ILJ� \ muuiuuniwauiuun SITE PLAN 9 Figure 4 Bicycle Facilities There are no identified bicycle facilities currently along Harmony Road, however, there are wide shoulders on both sides of Harmony Road. Given the amount of bicycle activity observed (provided in Appendix A), these shoulders were judged to be adequate. In the scoping meeting, staff indicated that the City has secured funding to provide bicycle facilities along Harmony Road. With implementation of this capital improvement project, bicycle facilities along Harmony Road will be adequate. There are bicycle lanes on the north leg of CR9. There are no bicycle facilities on the south leg of CR9. Given the current motor vehicle traffic on the south leg of CR9, bicycles can safely integrate with other traffic. Bicycle activity was very low on CR9 in the peak hours. This area currently falls into the city-wide minimum LOS level. There are two existing destinations, H-P and Wild Wood in the area. The bicycle LOS worksheet for these destinations is provided in Appendix D. There is reasonable connectivity to bicycle lanes on CR9, north of Harmony Road, and to the wide shoulders along Harmony Road. Transit Facilities Transfort currently serves this area of Fort Collins (Hewlett- Packard, in particular) by the Southside Shuttle Route. It only runs during the peak hours on weekdays. It has 70 minute headways. The east terminus is the Hewlett-Packard facility and the west terminus is near the Drake Crossing Shopping Center. It provides 1 direct transfer capabilities with Routes 1, 5, 6, 7, and 10. The existing transit service in the area would be defined as level of service E. III. PROPOSED DEVELOPMENT Celestica Colorado is a proposed office and manufacturing complex in the southeast quadrant of the Harmony/CR9 intersection in Fort Collins. Figure 4 shows the ODP site plan. This site will be developed in phases covering a 3-8 year program. Figure 4 shows three access points to the existing public street system, one access to Harmony Road and two accesses to CR9. The access to Harmony, Road is Technology Parkway, a public street. In the ODP traffic study, this intersection was shown to be signalized when warranted. The main access to the Celestica Colorado site will be 1 from Technology Parkway. The Celestica Colorado driveway is located approximately 650 feet south of Harmony Road. The north access to CR9 is the secondary access to the site. It will 1 8 N e�R \�CTO RR � Z HORSETOOTH ROAD %� tP / ... 40 I O O HARMONY,ROAD O o Oo • ♦ a 0 � w z .�..• Legend: z z m 1. Hewlett-Packard o 0 _m 2. Symblos Logic (future) 0 ~ 3. Preston Center (future) 4. Preston Townhomes (future) 5. Wildwood COUNTY ROAD 36 1" = 2000' PEDESTRIAN STUDY AREA 7 Figure 3 1 L 1 l f L 1 1 1 1. 1 1 1 1 1. 1 r Intersection Table 1 1997 Peak Hour Operation Level of Service AM PM Harmony/CR9 (signal) B B Harmony/H-P West Access (stop sign) SB LT F F SB RT A B EB LT B B Overall A A Harmony/H-P East Access/Cambridge (stop sign) NB LT/T/RT C D SB LT/T E 'F* SB RT A B EB LT B B WB LT A A Overall A D * Calculated delay greater than 100 seconds. M IWI 1401 r, ® o CV cc to C4 N Lo t0 -187/378 696/1028 �— 3/16 12,054 17X43 1076 865 8/10 -� n M to / r Site 1 — � N 3,211 26 r�i o 22 1004 927 —� Hewlett-Packard we a 0 Wm V a� Y� N t'7 O 131/17 HARMONY t 928/1213 11328 ROAD + % 0/1 903/970 —� 1/2� -oN Legend: AM / PM Daily RECENT TRAFFIC COUNTS 5 Figure 2 Existing Motor Vehicle Traffic Peak hour traffic flow at the key intersections is shown in Figure 2. These counts were obtained in 1997. Raw traffic count •data is provided in Appendix A. The traffic counts indicate a higher eastbound directional split in the morning peak hour and a higher westbound directional split in the afternoon peak hour on Harmony Road. Daily approach volumes at the Harmony/CR9 intersection are also shown in Figure 2. These counts were obtained by the City of Fort Collins in September 1996. Existing Motor Vehicle Operation Table 1 shows the operation at the key intersections during the peak hours. Calculation forms are provided in Appendix B. Appendix C describes level of service for signalized and unsignalized intersections from the 1994 Highway Capacity Manual. Overall, the key intersections operate acceptably. During the peak hours, minor street left turns experience some delays at the stop sign controlled intersections. Pedestrian Facilities There are no pedestrian facilities along either Harmony Road or CR9 adjacent to this site. H-P has budgeted and intends to build a sidewalk along their frontage of CR9. The Celestica Colorado site is within 1320 feet of the Wild Wood residential area and the Hewlett-Packard industrial/office campus. It is also within 1320 feet of the proposed Symbios Logic site and the proposed Preston Center commercial area. Figure 3 shows the pedestrian study area and the designated pedestrian destinations. Pedestrian activity at the key intersections was counted. Three pedestrians were observed at the Harmony/CR9 intersection in the morning peak hour. One pedestrian was observed at the Harmony/West H-P Access in the afternoon peak hour. There was no pedestrian activity observed at either of the other peak hour or at other intersections. Pedestrian counts are shown in Appendix A. There are sidewalks within Wild Wood and within the Hewlett-Packard facility. There is a pedestrian button at the Harmony/CR9 signalized intersection. There are no cross walks at this intersection. There is a median refuge area in Harmony Road, but there is no auxiliary pedestrian activation button in the median. A pedestrian LOS worksheet is provided in Appendix D. The analysis determined the LOS from this site to the existing uses within 1320 feet of the Celestica Colorado site. Later in this report, a pedestrian LOS analysis will be provided for future land uses and improvements to the pedestrian system. 4 w 1" = 3000' SITE LOCATION Figure 1 3 II. EXISTING CONDITIONS The location of the Celestica Colorado site is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily agricultural, industrial, institutional, or residential. Residential and institutional uses exist 'to the west of the Celestica Colorado site across CR9. The institutional uses are Preston Junior High School and a psychiatric hospital. The residential use is a single family residential area known as Wild Wood. There is an industrial use (Hewlett-Packard) to the 'north of the site. East and south of the site are agricultural and large lot residential uses. Land is essentially flat adjacent to the site. The center of Fort Collins lies to the northwest of Celestica Colorado. Roads The primary streets near the Celestica Colorado site are CR9, Harmony Road, and Cambridge Drive. CR9 is west of the site. It is a north -south street designated as a minor arterial north and south of Harmony Road. Adjacent to the site, it has a paved two lane cross section. North of Harmony Road, CR9 is paved to a width of 70 feet. Specifics of the short range future cross section of CR9 will be addressed in this study. The long range future cross section of CR9 was addressed in the ODP transportation study. There is a signal at the Harmony/CR9 intersection. Harmony Road is a four lane state highway, designated as a major arterial. Harmony Road has an interchange with I-25. In the vicinity of the site, the cross section consists of two lanes in each direction with a grass median. There are right- and left -turn lanes at most intersections, including CR9. In the future, Harmony Road is expected to be widened to six through lanes. Cambridge Drive is a north/south local street, intersecting with Harmony Road approximately 0.50 miles east of CR9. It currently serves a few single family residential units on the east side of Cambridge Drive. Cambridge Drive is directly across from the east access of Hewlett-Packard. Hewlett-Packard also has an access approximately 0.25 miles east of CR9. Both of these accesses are stop sign controlled, full -movement intersections. K I I I. INTRODUCTION `i This transportation impact study addresses the capacity, geometric, and control requirements at and near the proposed Celestica Colorado site, located within the Harmony Technology Park PUD near the Harmony/CR9 intersection in Fort Collins, Colorado. This transportation study addresses the project development plan (PDP) issues at the initial phase of development of the site in the short range future (year 2000). The long range transportation impacts were addressed in the "Harmony Technology Park Overall Development Plan Transportation Impact Study," May 1997. This approach was discussed with and agreed to by the Fort Collins �i Traffic Engineer. During the course of the analysis, numerous contacts were made with the project architect (Young & Wright), the project planning consultants (BHA Design and Blackfox Commercial Real Estate), and the project engineering consultant (Sear -Brown Group). This study generally conforms to the format set forth in the Fort Collins Transportation Impact Study Guidelines. The study involved the following steps: Collect physical, traffic, and development data; Perform trip generation, trip distribution, and ,trip assignment; Determine peak hour traffic volumes and daily traffic volumes; - Conduct capacity and operational level of service analyses for all pertinent modes of transportation; Analyze signal warrants; Analyze signal progression. This report is prepared for the following purposes: - Evaluate the existing conditions; Estimate the trip generation of the proposed development; Determine the trip distribution of site generated traffic; Evaluate level of service for all modes of transportation; - Determine the geometrics at key intersections; - Determine the impacts of site generated traffic at key intersections. Information used in this report was obtained from the City of Fort Collins, the planning and engineering consultants, the future site users, research sources (ITE, TRB, etc.), and field reconnaissance. The following traffic studies were reviewed and considered in preparing this study: "Symbios Logic Site Access Study," April 1996. - "Hewlett-Packard Company Traffic Study," December 21, 1995; - "The Preston Center at Wild Wood Site Access Study," November 1995; - "English Ranch Site Access Study," August 1995. 1 1 LIST OF FIGURES Figure page 1. Site Location ........................................ 3 2. Recent Traffic Counts ................................ 5 3. Pedestrian Study Area ................................ 7 4. Site Plan ............................................ 9 5. Trip Distribution .................................... 12 6. Short Range Background Peak Hour Traffic ............. 14 7. Short Range Site Generated Peak Hour Traffic ......... 15 8. Existing Plus Site Generated Peak Hour Traffic ....... 16 9. Short Range Total Peak Hour Traffic .................. 17 10. Short Range Geometry ................................. 22 APPENDIX A Recent Traffic Counts B Current Peak Hour Operation C Description of Level of Service D Existing Pedestrian and Bicycle Level of Service E Background Traffic Operation F Existing Plus Site Traffic Operation G Short Range Traffic Operation H Future Pedestrian and Bicycle Level of Service TABLE OF CONTENTS Page I. Introduction ......................................... 1 II. Existing Conditions .................................. 2 LandUse 2 Roads .............................................. 2 Existing Motor Vehicle Traffic ....................... 4 Existing Motor Vehicle Operation ..................... 4 Pedestrian Facilities 4 Bicycle Facilities ................................... 8 ' III: Transit Facilities ..::::::::::::::::::::::::::::::::: Proposed Development e 8 TripGeneration ...................................... 10 Trip Distribution ................................ 10 Background Traffic ................................... 10 TripAssignment ...................................... 13 SignalWarrants ...................................... SignalProgression ................................... 13 13 Operations Analysis .................................. 18 Geometric Analysis . Service Pedestrian Level of Service 18 23 Bicycle Level of Service ............................ 23 Transit Level of Service ............................. 24 IV. Conclusions .......................................... 24 LIST OF TABLES Table Page 1. 1997 Peak Hour Operation ............................. 6 2. Trip Generation ...................................... 11 3. Short Range Background Traffic Operation ............. 19 4. Existing Plus Site Traffic Operation ................. 20 ' 5. Short Range Total Traffic Operation 21 .................. 1' CELESTICA COLORADO PROJECT DEVELOPMENT PLAN TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO AUGUST 1997 Prepared for: Young & Wright, Architects Inc. 172 St. George Street Toronto, Ontario, Canada M5R 2M7 Prepared by: MATTHEW J. DELICH, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034