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Home My WebLink AboutFORT COLLINS MUFFLER - PDP/FDP - 24-97 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYHCS: 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) DRIVEWAY(E-W) JOHNSON Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... MD Date of Analysis.......... 8/5/97� Other Information......... EX+S ls'i] AM PM Two-way=Stop-controlled IntersectI ac_ cEastbound Westbound. Northbound Southbound = L T R L T R L T R L T R __ __ ____ ____ ____ ____ ____ ____ No. Lanes 0 1 c 0 0 > 1 0 0 > 0 < 0 10 0 0 Stop/Yield N N Volumes PHF Grade MC's (%) SU/RV's M CV'a (%) PCE's_- -__ 10 .95 i.10 20 95 0 1 10 95 .95 0 ------------------------------------ Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tq) Time (tf) ------------------------------------------------------------------ Left Turn Major Road =.00 2-10 Richt Turn Y_inor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 - `.t Turn Minor Road 6.50 3.40 HCcc Unsi=gnaliiz=daIntersections -==Release c=.ldPage _2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SE Conflicting Flows: (vph) 26 Potential Capacity: (pcph) 1343 Movement Capacity: (pcph) 1343 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: IT from Major Street WB_-- _ - -EB ___________________________________________ Conflicting Flows: (vph) 27 Potential Capacity: (pcph) 1664 Movement Capacity: (pcph) 1664 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: IT from Minor Street NB SB --------------------------"'--------------------------- Conflicting Flows: (vph) 58 Potential Capacity: (pcph) 980 Major LT, Ya.ncr -I:- Impedance Pact=r: C•99 Adjusted 7n edarce Factor: 0.99 Capacty Adj _s=ent Factor due to I-,eding Movements 0.99 Movement Capacity: (P rh) ________________________________________________________ 973 Intersection Performance S"==a^y Avg. 95% Flow Move �ja—ed Total Queue AS-rcach 'sate Cap ._MP. Delay Length LOS Delay Moveme= (P='') (Pc-rh) (sec/veh) (vah) ______ _______ _______ _____ (sec/vah) --------- .--_ ______ NB_ L - 973 > 2.8 2.8 1342 > WE 2.2 C.0 A :�e_;.ay = 0.6 sec/ve= 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) DRIVEWAY (E-W) JOHNSON Major Street Direction,.... EW Length of Time Analyzed... 60 (min) Analyst ................... MD Date of Analysis.......... 8/5/97 Other Information......... ES+S ST (AM/ PM Two-wa=_Stop-controlled_ Intersect --n L./�/ =Eastbound c = Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 1 < 0 0 > 1 0 0 > 0 < 0 0 0 0 Stop/Yield N N Volumes 5 1 10 10 1 10 PHF .95 .95 .95 .95 .95 .95 Grade MCI M SU/RV's M CV's (�) 9S _________ 0 0 0 - __________1_10 _________101101 ________ ______________ 2=:J t: Factors Vehicle Critical Follow-up Mane_ver Gap (tg) Time (tf) __________________________________________________________________ !.e,±t 76c= Major Road 5.00 2.10 Ri _t Tux—_ Minor Road 5.50 2.60 T=o•+—= Traffic Mil r road 6-00 3.30 t T� Minor Enact 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 6 Potential Capacity: (pcph) 1375 Movement Capacity: (pcph) 1375 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street WB EB ______________________________________________________- Conflicting Flows: (vph) 6 - Potential Capacity: (pcph) 1703 Movement Capacity: (pcph) 1703 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street NB SB ________________________________________________________ Conflicting Flows: (vph) 28 Potential Capacity: (pcph) 1020 Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) ________________________________________________________ 1013 Intersection Performance Sugary Avg. 95% Flow Move Shared Total Queue ach Rate Cap Cap Delay Lea.:.s '_ZE Delay Movement (pcph) (pcph) (pcph)(sec/veh) (ve ) (sac/veh) NB L _ 1.0_3 > _38 2.7 0.= A 1.7 NB R 1 2375 > 2.2. 0..� �sec"on De_'.ay 1.4 =, .— HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-04-1997 Center For Microcomputers In Transportation Streets;c(E-W) JOHNSON/SPRING PARR (N S) COLLEGE= Analyst: DID File Name: Area Type: Other 8-4-97 Comment: EX EX+S BACK OTA ST PM =_==Eastbound westbound Northbound ISouthbound c L -T- R L T -R-- L T -R-_ L T R __ _-__ ____ ____ ____ ____ ____ ____ _-__ No. Lanes > 1 < 1 1< 1 3< 1 3< Volumes 10 1 5 40 1 65 10 1845 30 35 1110 10 Lane W (£t) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 a TOR Vols 0 0 0 0 t Time 3.00 3.00 3.00 3.00 3.00 3.00 3.1 3.00 3.00 3.00 3.00 3.00 .___________________________________.___________ Signal -- erations Phase Combination 1 2 3 4 5 6 7 8 EB Left ' NB Left ` Thru * Thru Right • Right Peds Peds * WB Left SB Left• Thru ` Thru • Right •RighPeds Peds NB Right is-- Right SE Right IWB Right Green 6.0A 12.OA iG=ee:n 66.OP Yellow/AR 5.0 5.0 !Yellow/AR 6.0 Cycle Length: 100 sees Phase cc=b-6,atia= cider: #1 #2 #5 _______________________________________________________________________ T_ntersection Per£oraa_ce S,� ---y Lane Grou:: Adj Sat V/c g/C Approach: Mvmts Ca= Flow Ratio Ratio Delay 'LOS Delay LOS -- --_- EB LTR 2.24 52 C.137 C.08-. 27.7 D 27.7 wB L 24E _,,.. 0._a9 C._40 24.5 C 25.0 C TR 222 =.E7 0.311 0.140 25.2 D L ?tom:. 20s C.07E 0.69C 3.3 A 5.2 B L "g :== C. 0.S9C 4.5 A4? A TR 3_0 C. _ c__- 4.1 A _ _ _ sec/veh Interse-4- r..= _ Los` Time/Cy^ie, T = 5_0 sa r" - �' vic(x) = C.486 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-04-1997 Center For Microcomputers In Transportation Streets: (E-W) JOHNSON/SPRING PARK (N-S) COLLEGE Analyst: MD File Name: Area Type: Other 8-4-97 Comment: EX EX+S BACK T TAL ST AM PM Eastboundc Westbound Northbound¢ cSouthboundc L T -R-- L T R L T R L T R ____ _ _ ____ ____ ____ ____ ____ ____ ____ ____ ____ No. Lanes > 1 < 1 1< 1 3< 1 34 Volumes 20 1 15 55 1 55 10 2050 20 30 2725 20 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vol s 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 _____________________________-___________-___-______ Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WB Left SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green S.OA S.OA jGre-- 74.0-- Yellow/AR 5.0 5.0 lYellow/AR 6.0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 ----------------------- ________________________________________________ Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Can Flow Ratio Ratio Delay LOS Delay LOS ____ _______ ----- ----- ----- --- ----- --- EB LTR 107 1528 0.3-- 0.070 25.5 D 29.5 D WB L 124 1770 0.465 0.070 3C.9 D 31.8 D TR 111 1588 0.531 0.070 32.7 D NB L 107 139 0.1C3 0.770 1.9 A 3.1 A TR 4297 5560 0.55E 0.770 3._ A SB L 140 162 0.222E 0.770 :. A 4.4 A TR 4296 5562 C_73= 0.770 4.= A Zte=sectien Delay = 4.6 sec/veh I=-=ec =i= L.O.S = A Lost Time/Cycle, L = 5.0 sec Critical v/c(x) = O.E94 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-04-1997 Center For Microcomputers In Transportation Streets: (E W) JOHNSON/SPRING PARR (N-S) COLLEGE Analyst: MD File Name: Area Type: Other 8- 7 Comment: EX EX+S(BACK TOTAL ST PM _ = Eastbound Westbound Northbound Southbound L T R L T R L T R L T R _ ____ ____ ____ ____ ____ ____ ____ ____ ____ ---- No. Lanes > 1 < 1 1< 1 3< 1 3< Volumes 5 1 1 40 1 65 5 1845 30 35 1110 5 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 --OR Vols 0 0 0 0 -t Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 --------------------------'--- ------ Signal Opera tions Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WB Left * SB Left Thru * Thru Right * Right Peds Peas NB Right IEB Right SB Right IWB Right Green 6.OA 12.OA Green 66.0P Yellow/AR 5.0 5.0 iYellow/AR 6.0 Cycle Length: 100 secs Phase combination crder: #1 S2 #5 _______________________________________________________________________ Ltersectior. Performance S�-y Lane Group: Ad; Sat V/c g/C Approach: Mv==z Cap Flow Ratio Ratio relay LOS Delay LOS EB LTR 127 1584 0.055 0.080 27.5 D 27.5 1%B L 248 1770 0.1£9 0.140 24.5 C ZS.0 C TR 222 i587 C.311 C.140 25.2 D 141 2C5 C-035 0.690 3.2 A 5.2 S TR 3847 _ `°4 C.65C 5.2. n SB L 116 16E C 3is C.E90 ;-.5 A .A Tn 3854 59c 4.1 A - Inte,-se�- �'A_ _ =.-` se=l'ce= I=te--se_=- _ Lost L ___ s= �'_ V,/=tz) 0.4E= HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-04-1997 Center For Microcomputers In Transportation Streets: (E W)=JOHNSON/SPRING PARR = (N S) COLLEGE Analyst: MD File Name: Area Type: Other 8-4-97 _ Comment: EX EX+S BAC TOTAL ST AM PM _= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ---- No. Lanes > 1 < 1 1< 1 3< 1 3< Volumes 15 1 10 55 1 55 5 2050 20 30 2725 15 Lane W (ft) 12.0 112.0 12.0 12.0 12.0 12.0 12.0 0 RTOR Vols OI 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00-3.00 3_00 3.00 3.00 3.00 3.00 3.00 --------------------------------_ Signal -- eratione Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left ` Thru + Thru Right ` Right Peds Peds + WB Left SB Left• Thru Thru + Right Right Peds Peds NB Right JEB Right SB Right IWB Right Greer. S.GA S.CA jGreen 74.02 Yellow/AR 5.0 5.C. !Yellow/AR 6.0 Cycle Length: 10C secs Phase co^cli=ation order: #1 #2 #5 _______________________________________________________________________ -terse= _ Perfcrmance Summaryte Lane Gro: -A` Sat V/c g/C Approach: Mv=ts _Cap _-Flow- Ratio Ratio Delay LOS Delay LOS ?= LTR iG7 '_34 G.261 0.070 2E.6 D 29.8 D h_2 L 124 177C 0.468 0.070 30.9 D 31.8 D TR _1 -=SSE 0.531 0.070 32.7 D XB L 107 -"" 0.047 0.770 i.8 A 3.1 A TR 4v, $gC 1.55'c 0.770 3.i PEB . L 140 -^: C.22E 0.770 2.2 A 4.4 A TR t__;, _ e4 C.73"e 0.770 4.4 A -- -- Z j V = 4.6 sec/veh 7starsec_D: '_„^.S A Lcst Time/Cyt1e, L 5_0 sec Critical V/c(z) = 0.6E5 APPENDIX D 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) DRIVEWAY(E-W) JOHNSON Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... MD Date of Analysis.......... §L5197 Other Information........ EX+ ST AM PM ^vo-way Stop -controlled Int _-section______________ Eastbound Westbound Northbound Southbound L T R L T R L T R I L T R No. Lanes 0 1 < 0 0 > 1 0 0 > 0 c 0 0 0 0 Stop/Yield N N Volumes 20 1 10 20 1 10 PHF .95 .95 .95 .95 .95 .95 Grade 0 0 0 MC's M SU/RV's M CV's M pCE.s 11.10 Ii.10 1.10 ---------------------------------------------------------------------- Vehicle Ma=a:-ve_ =Lef- � Ma==_ Road T== "'—^cr Road yi=cr Rcad .�_ M✓a_ Road HCS: Dnsignalized- intersections -=cRelease -2=cdL_=--c_c-c Worksheet for TWSC Intersection ----------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 22 Potential Capacity: (pcph) 1350 Movement Capacity: (pcph) 1350 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street WB EB ________________________________________________________ conflicting Flows: (vph) 22 Potential Capacity: (pcph) 1673 Movement Capacity: (pcph) 1673 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 54 Potential Capacity: (pcph) 985 Major LT, Minor TH Lmoedaace Factor: 0.99 Adjusted Impedance Factor: 0•`> Capacity Adjustment Factor due to impeding Moveme•ts 0_99 Movement Capacity: (pcph) ___—___________________________________________________ 978 ===Page-2 C_tical Follow-up ca�_ (tg) Time (tf) =tersectij= Perfcrmaace Summary ------------ _=.00 -------------- 2.10 Avg. 55$ =.50 2.60 Flog Move Stared Tctal Queue A=' 6.00 3.30 Rate cam-7 Cap Delay Length LOS Le_av 6.50 3.40 wcv _ t (pcp2j) (r=) ( =�=)(sec/veh) (veh) (secl= _____ ______ --- —__ ______ HB L - ="E - HE R 2-2 > Delay G.E sec/ve; 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) DRIVEWAY c = (E-W) JOHNSON Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... MD Date of Analysis.......... 5/97 Other Information........ EX+S ST AM) PM ?-w=ycStop-controlled In__ -section- Eastbound Westbound c Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- -- " ---- ---- ---' No. Lanes 0 1 < 0 0 > 1 0 0 > 0 < 0 0 0 0 Stop/Yield N N Volumes 5 1 10 10 1 10 PEP .95 .95 .95 .95 .95 .95 Grade Mc'a W SU/RV's M CV's (B) PCE's 0 0 0 11.10 I1.20 A-_-'rs-L ^t Factcrs 1.101 ___________________ Vehicle critical .Follow-un Maneuver Gap (tg) ____________-__ Time (tf) ----------------------- ------------------------- Left Tun Major Road E.0c 2.10 Ri.^t Tu= +Lr'.ncr Road 5.50 2.60 _ yu�_ Tra_=fic Mn E.Co 3.30 t ri"r Road 6__i 3.40 H=S: Unsiign=lined- Intersections -==Release -2==dam_----==-c=--L=----Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street -- NB-- ----__- SB ______________________________________ Conflicting Flows: (vph) 6 Potential Capacity: (pcph) 1375 Movement Capacity: (pcph) 1375 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: IT from Major Street WB ___________- EB ____________________________________________ Conflicting Flows: (vph) 6 Potential Capacity: (pcph) 1703 Movement Capacity: (pcph) 1703 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street - ------_--- NB ------_- --_- SB Conflicting Flows: (vph) 28 Potential Capacity: (pcph) 1020 Major IT, Minor = Impedance Factor: p•go 0.99 Adjusted Impedance Factor: Capacity Adjustme t Factor due to Impeding Mcvem is 0 oc Mcvemant Capacity: (pcph) --- ------------------------------------------------- 1013 L^-tersectia Perfc=ma = Summary Avg. 55% Flow Move Shared Total Y..ene Approa—h Rate cap cap Delay Let-_th LOS Delay Movement (pcp!I) (=) (p.sh1 (sec/veh) ems.) ------ ------- ----- ----- (sez/vn=) --- -------- ------ ------ 133E 2.7 C_0 A NH R 12 1375 > WB L 12 1703 2.1 u.0 A --- Intersection Delay = 1.4 sec/veh HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-04-1997 Center For Microcomputers= In Transportation =---=_-_-____-_ Streets: 6(E-W)=JOHNSON/SPRING PARR (N-S) COLLEGE Analyst: MD File Name: Area Type: Othe 8-4-97 Comment: EX EX+S BACK TOTAL ST PM Eastbound Westbound Northbound= Southbound= L T R L T R L T R L T R ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ---- No. Lanes > 1 < 1 1< 1 3< 1 3< Volumes SO 1 5 40 1 60 10 1755 25 35 1060 10 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 ist Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 _____________________________________________________ Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left • NB Left Thru ' Thru ' Right ' Right ' Pads Peds • WB Left SB Left Thru • Thru Right * Right ' Pads Peds NB Right !EB Right SB Right IWB Rlcht Greet F nn,y2.OA (Green 66.0P Yellow/AR 5.0 5.0 IYellow/AR 6.0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 __________________________` `_-_________` __________________-_ (=terse^" o= Pe--`-o-.^e Summary Lane C-rocs A:.j Sat -/c g/C Approach: Mvmts Cap Flow Ratio _R.-; Delay LOS Delay LOS --- ---- ------- ----- ----- ----- ----- -`- EB LTR 124 1552 C_137 C.08C 27.7 D 27.7 ^ WB L 24E 1770 0.169 C.140 24_5 - 24.5 .. TR 222 15ss 0_288 C.140 25.1 D "s L 14-B 207 0.0 _.690 3_3 A 5.0 A TR I84-' E577 C _ C.690 5_C A ,2 L 12L 174 C. _Ln =.69C 4-4 A 4.0 a TR 3E5c 5580 C_= :_690 4.0 A -=_�'sectior De_. =-4 sl/ve_ -==-secs _ ZZE _ - Los: V- a/Cycle, L 5.0 sec - _ v/C(z) = C_462 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-04-1997 Center For Microcomputers In Transportation Streets: (E-W) JOHNSON/SPRING PARR (N-S) COLLEGE Analyst: MD File Name: Area Type: Other 8-4-97 Comment_ EX - E=+5= BACK TOTAL ST- _ AM_ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ---- No. Lanes > 1 < 1 1< 1 3< 1 3< Volumes 20 1 10 55 1 55 10 1950 20 28 2595 20 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 0 12.0 12.0 O RTOR Vols 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.003_- 3.00 3.00 3.00 --------------------------------------------- - Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru • Thru Right ' Right Peds Pads + WB Left SB Left• Thru Thru Right RightP Pads ads bE Ri_-t iEB Right EB R:cht ;WB Right Grua-. 5.0A S.OA !Green 74.OP Ye 1To!A's 5.0 5.0 'Yellow/AR 6.0 Cycle Length: 100 secs Prase coWhiaa=ion order: #1 #2 #5 _______________________-________-______-___-_______-___-__________ -'-terse==is -=a S-==arY Lane Group: A=_ Sat v/c g/C Ar roach: M-Wts. Cap Flow Ratio Ratio Delay LOS Delay LOS i0e---^44- L --- ^_5 0.070 29.1 D 29.1 D _ 124 -70 C.466 0.070 30.9 D 31.6 D =a Ill 7.-=65 C_531 0.070 32.7 D - 12.5 l4-° C_L•56 0.770 1.9 A 3.0 A R 4257 0.770 3.0 A 143 1 0_2 C.770 2.i A 4.1 A 7M 4298 5562 C.704 C.77C 4.1 A In=erse- - ==av = 4.4 se=/vah I-tersec_on LOS = A - =/Cycle, L = se= C.660 r APPENDIX C HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-04-1997 Center For Microcomputers In Transportation Streets: (E-W) JOHNSON/SPRING PARE _ =(N-S) COLLEGE Analyst: MD File Name: Area Type_ . -other 8-4-97 Comm ect=-E_ EX_S-= BACK TOTAL -__ST-- �- PM Eastbound Westbound Northbound SouthboundC6 L T R L T R L T R L T R ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ---- No. Lanes > 1 < 1 1< 1 3< 1 3< Volumes 6 1 1 38 1 62 5 1756 27 34 1058 5 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 st Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 --------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * NB Left + Thru • Thru ` Right + Right -+ Peds Peds WB Left * SB Left Thru + Thru ` Right • Right Peds Peds XB R:^mot IEB Right SBv - iA? Right C--ee 6.GA 12.OA iGre�- 66.0p Yellow/AR 5.0 5.0 iYe_'ov/As 6.0 Cycle Length: 100 secs Phase c0mbinati.o` order: $1 #2 #5 --------------------- ---- -- I=tersection Pe_-c=a=e S-z_-p Lane Group: Adj Sat V/c F/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS _____ ____ _______ _____ _____ _____ ___ _____ ___ ?= i1B 127 i586 0.063 C.CBC 27.5 D 27.5 D L 246 1770 0.161 C_140 24.5 C 24.9 C TR 222 1588 0.257 C.140 2_=.2 D 1 _ 207 0.035 C.65C 3.2 A 5.0 A =47 E576 C.53- -.63C Tv 174 0.300 _-=a: 4.3 A 4.0 A _- E584 0.313 4.0 A ion Delay = =.3 sue,% -e=section LOS = B 3.0 sec C=i-ia V;c;z) C.458 ---------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 08-04-1997 Center For Microcomputers In Transportation Streets (E W)=JOHNSON/SPRING PARR==(N-S) COLLEGE Analyst: MD File Name: Area Type• Other 8-4-97 Comment: =EX= =EX_S =BACK TOTAL _- S==_ _AM --=PM --- _ - - Eastbound Westbound = = Northbound= Southbound L T R L T R L T R L T R ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ No. Lanes > 1 < 1 1< 1 3< 1 3< Volumes 16 1 7 54 1 53 5 1950 20 28 2597 14 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 -"---""---"""--""---"-""---------------""---"- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left ' NB Left ' Thru ` Thru ' Right ' Right ' Peds Peds WB Left ' SB Left + Thru • Thru ' Right ' Right ' Peds Peds 2a Right IEB Right SB Right IhB Right Green S.OA S.OA iGreen 74.OP Yellow/AR 5.0 5.0 !Yellow/AR 6.0 Cycle Leag`.h: 100 secs Phase comhinaticn crder: #1 #2 #5 ----------------------------------------------------------------------- Intersection Pe=7fore S-.=a_--y Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratim Ratio Delav LOS Delay LOS _____ ____ _______ _____ _____ _____ ___ _____ --- EB LTR 109 1=.53 0.230 C.070 26.E D 26.6 WB L 124 1770 0.460 C.070 30.8 D 31.: TR 111 1588 C.5-3 C.C70 32.2 D N3 L '?6 150 C.04L 0.77C 1.8 A 3.0 A TR 4157 BG c.- C.770 3.0 A SB 143 186 C..C, C.77C 2.1 A <- A TR 430C 5=84 _. _= C.770 4.1 A -.nte_-sect!^ Deav = 4._ sec/va:= Z = n Lost ^Time/CP_e. L = 5.0 61 s/c(z) = C.652 APPENDIX B Jul-11-97 10:12A Licensed User -Traffic :,Ty:f Fpri Co ilin$ 3f1tic ObUrVions Site .CCS : 000=1 .M-S wee: w itge Art. E-e $:,tit. 5Cr1Cg PAN .anon Dr. murior : NNOry nureeneS by: Prim" 970-484-9508 P.02 Jul-11-97 10:13A Licensed User -Traffic 970-484-9508 City of For CClhns T:dh. Onertaons PATE: : Silt Cone : =006 Pk7L ISLE: 9.2-3f A-S Slrnt: C011e3t Ave. iilE: 6-2-36 Fi SirWe1: Sorry;Ark/ :otnson Dr. )ATE: 2113/35 egteer : terdDr) Rovennis by: Prsery DATE: 2113191, °EAT. PERIOD AULSSIS Fog THE PERIOD: 7:30 O - 3:30 AN OIP.E.TION START, PEAK NA ........... VOLORES ........... ...... PERUMFi ....... TWA PEAK P.%R FACTDA Peps Right Teru Left %III PM Atge: Tnm left Ncrit 7:30 Am 0.87 1 5 1055 34 1031 9fi 1 Its: 7:3C M 6.6T 1 62 C 36 100 52 O 36 kOTt 7:30 AN 0.12 0 21 1155 5 1766 - 2 96 0 ses: 7:30 a OM 1 1 6 6 - 12 12 IS Entire Intersection Wit. 7:30 0 OX i 5 1056 31 1097 0 95 i [tit 9.61 1 62 0 36 100 - 62 0 36 Sven 0.12 C 21 115E 5 776E - 2 95 0 West CAD O 1 1 6 6 - 12 12 75 College Ave. : N - - W-'-E .......... S 1824 -- [Pecs J 1: 5 :1058 34 :............: 1 [peds 7 ......... .. ....... ... ...... — 1097 — ... Spring Park/ Jomsor, Dr_ 6 — t 8 1 — 52 : 10C 0 38 spring ow-kf, .Aawtsa or. .................. ...__..... — 1788 — .................. [Peels ] 0 5 :1756 : 27 0 [Pecs l 1097 .. College Ave. I PEAK PERIOD AUi151$ FEW THE PERIOD: 1:73 PR • 5:70 PM DIRECTIOA START PEAK NN ........... VOLtc ........... ...... PERCECS ....... FROM PEAS W. "ACTOR PECS Right Teri, let: TCtr. Peps :1711: ih.N Lelt North 4:30 PN 0.92 T3 it 2537 28 2639 1 tS EAST 4:10 PR DAS 0 53 E 54 ICE - 50 0 50 SOOte 4:30 CA ..92 25 %M 5 ME VAST C:30 Pg. 0.0 0 7 . 15 23 - 3D 0 7C Entire :ntersection brtE t:32 P! 032 14 2W 28 2'_e3 92 EAST 0.99 0 53 9 54 M - 50 C 5O Scum C.92 1 20 Ail: 5 iM - 1 99 C test C." C 1 0 16 23 - 36 9 70 College Ave. N WIE .......... S 2019 .. LpedS 73 14 :2597 28 ............ 0 [Peas ] ............. .. — 2639 — — 53 .......... 19 ; __. Spring Park/ Joinson Or. 107 O 54 C 23 Sprig pwr / Jai.. Dr. ... • - 48 .......... r 13'. . _ ... .................. 0 :............. 5 1950 20 1 [ Peon- 3 2658 .. College Ave. - - P.03 APPENDIX A .m Site / Total Rounded to the Nearest 6 Vehicles. 0/10 JOHNSON DRIVE /(-10/10 u1 �W N w= J W O �' U� 0 o�� o o 0/65 ~- NOW 0/" SPRING PARK 5/10 —'� DRIVE NOM.-may.. ) f I 5/5 —4 o -n o ��4z LO�o 0 SHORT RANGE TOTAL MORNING PEAK HOUR TRAFFIC Figure 6 Site / Total w W N Rounded to the Nearest _j w 6 Vehicles. p > �a N 0/55 0 JOHNSON DRIVE CD— NOM. /`-10/ 0/55 SPRING PARK u z J NOM. -- 5/20 - NOM.-'�� H r DRIVE � o z^ 5/15- 47o� I 1 ifl N o o Site 1 SHORT RANGE TOTAL AFTERNOON PEAK HOUR TRAFFIC Figure 7 :I g Y AM / PM Rounded to the Nearest 6 Vehicles. JOHNSON DRIVE M ww c7 � wZ —' w9 J U< LO N n N O tn O 65/55 to�— NOM. f 1 /--- 40/55 SPRING PARK 5/15 — DRIVE NOM. 0/10 BCD Lo\ CD M 00 SHORT RANGE BACKGROUND TRAFFIC Figure 5 Site / Total w C7 Rounded to the Nearest 6 Vehicles. -' a U 0 o O M -+- 0/10 "� o> JOHNSON DRIVE 10/10 0/5 NOM. --\ I I 5/10 -� o NOM. —�� z o 5/5 Ole Site J w•• ,.... . 0-0 o uO uO U-)�o 0 SPRING PARK DRIVE EXISTING PLUS SITE MORNING PEAK HOUR TRAFFIC Figure 3 Site / Total w w c7 N � Rounded to the Nearest w 6 Vehicles. 0 > va to cm o .n o 0/20 .n o 0 JOHNSON DRIVE f 10/10 0/20 I NOM. —CD o1� Z O *00� ^\\ Site 0_411 �— 0/55 -� NOM. �r-- 0/55 S 5/20 --7 ` NOM.-tip. 5/10 0 0 N u1 � O 0 EXISTING PLUS SITE AFTERNOON PEAK HOUR TRAFFIC ING PARK DRIVE Figure 4 Land Use Fort Collins Muffler 9 service bays (Rate) Table 1 Trip Generation Daily A.M. Peak P.M. Peak Trips Trips Trips Trips Trips in out in out 195 9 5 9 11 (21.70) (0.99) (0.53) (1.00) (1.17) 5 ,AM / PM JOHNSON DRIVE W W C7 � wZ J W J ? va C" Lo Lo co � no NM o 62/53 0/0 38/54 1 /0/1��. I �C" t N to r, n ING PARK DRIVE EXISTING PEAK HOUR TRAFFIC Figure 1 W w� N ,c? PARK VE TRIP DISTRIBUTION Figure 2 m range site traffic will become more insignificant as background traffic increases. Future transit, pedestrian, and bicycle systems will be upgraded and expanded in accordance with City policies and the available funding. It is expected that all facilities will remain consistent ttir.oughout the area surrounding the site. Level of service for these modes will be acceptable. It is concluded that traffic associated with the proposed auto care center is minimal, and can be accommodated by the existing street system. ilnder all investigated traffic loadings, level of service B or bet.t:er can be expected at the College/Johnson/Spring Park intersection and the primary site access intersection. These operating conditions are expected to remain consistent for the foreseeable future. The existing bicycle system in the area of the site is comprised of the bicycle trail along Spring Creek. This facility connects to the established bicycle system serving the Fort Collins area. Pedestrian walks are currently available along both Johnson Drive and Spring Court. These sidewalks connect to adjacent facilities and established pedestrian routes serving nearby activity centers. There are sidewalks on both sides of South College Avenue. Site traffic was estimated using Trip Generation, 5th Edition, ITE. An auto care center classification was used. Daily traffic estimates were developed using a factor of 10 times the afternoon peak hour, which is generally consistent with other retail uses. Site generated traffic is shown in Table 1. Site traffic was distributed to the adjacent and nearby street system, as indicated in Figure 2. In conformance with City of Fort Collins transportation impact study requirements, site traffic was added to existing traffic and short term background traffic, representing the year 1998. This is consistent wi.th the planned opening of the auto care center. Existing pluei site traffic is shown on Figures 3 and 4 and represents the time frame when the auto care project creates the largest impact. Capacity analyses were conducted using existing geometry and the traffic volumes shown in Figures 3 and 4. At the South College/Johnson/Spring Park intersection, levels of service are expected to remain in the B category during both peak hours. Driveway operations at the site driveway to Johnson Drive will be at LOS A during both peak hours. Short range (1996) background traffic was developed assuming that mainline through traffic will increase at a rate of approximately 2.5 percent per. year. Background traffic volume forecasts arrt shown on Figure 5. Site traffic was added to background i:raf.flc:. '.i.'his represents total traffic volume during peak hour.' pnriucl:a and is shown on Figures 6 and 7. A review of traffic: volumes ont;he Johnson Drive approach to College and at the site driveway clo nut indicate potential stacking conflicts between these two Lnl:er.sections. Capacity analyses were performed for morning and afternoon peak hours using traffic volume data reflecting nhOrt. rruige background and total traffic. Resultant levels ot," serv.icn indicate similar operating conditions with both background and total traffic demands during short range peak hours. Under all future scenarios, the College/Johnson/Spring Park intersection will operate at LOS B or better and the Johnson/ Driveway will operate at LOS A. Capacity worksheets are in Appendix C. Long range traffic. operation was not evaluated given the minima'1 site L-raffir„ the available roadway capacity, and traffic volumes on they acl jacent. and nearby street system. In the long c a a c I C z a LL w 0 J W a U J w 0 7 W �I■ MEMORANDUM d o TO: '11.m Dwyer LO 6, St -eve St.einbicker, Architecture West LLC CD Fort Collins Staff FROM: Matt Delich ii DATE: August 11, 1997 SUBJECT: Fort: Collins Muffler Shop traffic study (File: 9747ME01) O N o) Fort: Collins Muffler Shop is a proposed auto care center, � located in the southeast corner of Johnson Drive and Spring o Court. It is situated about one block west of South College rn Avenue. The current: development plans indicate Fort Collins iA Muffler Shop will be open for business in 1998. z 0 n The proposed development will be served by two access drives, one to Johnson Drive and one to Spring Court. The primary access will be the Johnson Drive location with the second access limited to shipping and receiving. The Johnson Drive access is located approximately 125 feet west of College Avenue. The public street system in the area of the site focuses on South College Avenue, which is the major north/south arterial in Fort Collins. It will accommodate virtually all site traffic. South College Avenue currently has three through lanes and left -turn lanes in each direction. Site traffic will. enter/exit College at Johnson Drive to directly access the 81t.e.. Johnst)n Drive is a two lane local street, 0 spanning a limited. distance to the west of South College. The z South College/Johnson/Spring Park Drive intersection has wtraffic signal control. Spring Court is a local two lane z street which abuts the site on the west. It is expected to z only provide access for shipping and receiving purposes. z Spring Court extends one block to the south of the site. 0 a Figure 1. shows peak hour traffic counts at the South oCollege/Johnson/Spring Park intersection. Count data, as N provided by the City, is provided in Appendix A. The a intersection currently operates at level of service B or 1cc better during both peak hours. Calculation forms are provided in Appendix B. U.The area is currently served by Transfort Route 1, which ¢ runs along South College. Currently, 30 minute headway F- service is available from 6:20 AM to 7:17 PM on a year round basis. This segment of South College is planned as a high frequency transit corridor in the future.