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HomeMy WebLinkAboutPVH HARMONY CAMPUS (PHASE 1) - PDP - 32-98A - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYAPPENDIX C UNSIGNALIZED INTERSECTIONS Intersection Total Delay = (Vehicle Total Delay Volume) _ 11,1olume Level -of -Service (Intersection) _ Level -of -Service Average Total Delay, secheh A _<5 B >5and <10 C > 10 and < 20 D > 20 and <_ 30 E > 30 and <_ 45 P > 45 IV. PROJECT TRAFFIC PROJECTIONS Development of traffic projections for the proposed Poudre Valley Hospital project involved the following steps: estimation of trip generation, development of a trip distribution, and assignment of traffic onto the roadway system. Project Description The proposed Poudre Valley Hospital project will be built in several phases. The initial phase is proposed to include 129,000 square feet of medical offices and approximately 85,800 square feet of an ambulatory care center/hospital. The future phases of the project have not been finalized. For purposes of the transportation study, the following uses were assumed in the future phase: 110,000 square feet of medical office, 110,000 square feet of hospital use, 90,000 square feet of health club use, 50,000 square feet of rehabilitation and alternative medicine use, a 10,.000 square foot day care facility, a 75 room hotel, 180 dwelling units of assisted living, and 91 dwelling units of independent living. The future site plan is depicted on Figure 2. Access to the site would be provided at the following locations: - On Harmony Road, an access drive limited right -turn into and out of the site. This access would be located approximately 800 feet east of Timberline Road. This Harmony Road access would be constructed with the initial phase of the project. - A full access to the project site in alignment with the existing Harmony Road Community access. It is anticipated that this access drive would be built with future phases of the project. - A full access to the project site from Timberline Road referred to as the main entrance. This access would be aligned with a future access to the property directly west of the project site. - Access would be provided south of the project to the Timber Creek residential area at Snow Mesa. Connection would be made to the east of the project at Timberwood Drive. Trip Generation Trip generation is important in considering the impact of a proposed project such as this upon the existing and future street system. Trip generation is an estimate of how many vehicular trips will enter and exit a project on a daily and peak hour basis. Standard traffic generation characteristics compiled by the Institute of Transportation Engineers in their report entitled Trip Generation, 6th edition, 1997, were applied to the proposed land uses in order to estimate the daily, morning and afternoon peak hour vehicle trips for the site. 13 City of Fort Collins Traffic Operations ` ite Code : 00000097 PAGE: 1 -S Street: TIMBERLINE FILE: 91 5-98 E-W Street: HARMONY eather --------------------------------------------------------------------------------------------------------------------------- SUNNY Movements by: Primary OAT-:------8 ?EAK PERIOD ANALYSIS FOR THE PERIOD: 12:00 PM - 01:00 PM DIRECTION START PEAK HR ........... VOLUMES ........... ...... PERCENTS ....... FROM ----------------------------------------------------------------------------------------------- PEAK HOUR FACTOR PEDS Right Thru Left Total PECS Right Thru Left North 12:00 PM 0.93 0 281 185 231 697 - 40 21 33 East 12:00 PM 0.92 0 224 182 55 1061 - 21 74 5 South 12:00 PM 0.84 0 46 182 93 321 - 14 57 29 Rest 12:00 PM 0.95 0 111 872 274 1257 - 9 69 21 Entire Intersection North 12:00 PM 0.93 0 281 185 231 697 - 40 27 33 East 0.92 0 224 782 55 1061 - 21 74 5 South 0.84 0 46 182 93 321 - 14 57 Y9 Rest 0.95 0 Ill 872 214 1251 9 69 22 TIMBERLINE ;...; N 680 ' _-----[PEDS—]---0—* 281 ;.185 231 ............: 0 [PEDS J *------------------ .............. --- 697 ---- — 224 •.••...... 1156 .................. ------------------ ... HARMONY 1061 782 ------------------ ------------------ 274 55 ----------- -- ; ------------------ 872 1257 HARMONY ... ------------------ ------- .. .................. ' 1149 .......... 111 -- --- 321 — — — — ........... *------------------ [PEDS ] 0 :............: 93 ; 182 46 0 [PEDS ] ;.. 351 ...; ..........., ' ' TIMBERLINE APPENDIX H Multimodal. Transportation Level of 6ervice Manual LOS Standards for Development Review - bicycle Figure 7. Bicycle LOS Worksheet p. 20 level of service - connectivity ndtntntm actual proposed connectivity:base '® �ttt�ra �■ � ■ specific connections to priority sites: description of applicable destination area within 1,320' including address 6uc.��� sf� Fs+L.�.{��I 't4-'r ►- 00 Vtu,w-6� wac-� oar s�-1� tu+.Wnct�'Y Schovl 4 dF Si -iv 7 destination area classification (see text) Vubtic, Sr.�aol (,ANkuu Sri ca mKo N %'T`( celp� Iffiolmimim �l City of Fort Collins Transportation Master Plan Multimodal Transportation Level of Service Manual LOS Standards for Development Review - pedestrian ApV}� Figure 6. Pedestrian LOS Worksheet project location classification: Acnyl-Ncr-We4z-i e-� L--, -� a�l>" (enter as many as apply) destination area level of service (minimum based on project location classification) description of applicable destination area within 1,320' including address classification (see text) d,w,n... u"xnA 7 •b•" nw.l�. �n.re.�a .n�itin .«.t7 CIO MA uminnan Q $ $ ,pj Fj V11A,6Ar6 - L�vFurc couNER�441� wFS-i- of st-c�� �jtT�i actual I I uop" y� cowwutT l II tv�,mat.l I'. ®©1 10101 i =101�1©101 ---------- R-nwacvx-pe6�- nmivam� t? Qj 1DBNTIA %1D6*.m0�5, -Q'If'. oclual ^C �j -5vvTtJc D� <'lT1r. proposed l� Pt+•45Ff� wl-n+ 7►`real, 4r ViaP4Aow ?oq•p GoMMuu�Tf 4cc ,-s F�fvF i - '' City of Port Collins Transportation Master Plan APPENDIX I No Text HCS: Unsignalized Intersections Release 2.1e HAD15P.HC0 _Page 1 Center For Microcomputers In Transportation . University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ....................................................................... Streets: (N-S) RI/RO ACCESS DRIVE (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/9/98 Other Information......... TOTAL TRAFFIC - YEAR 2015 - PM PEAK HOU R Two-way Stop -controlled Intersection ..................................EastboundWestbound` s �6-�NorthboundSouthbound L T R L T R L T R L T R 0-- ---- ---- --- -'-- ---- --- ---- ---- _0__ ---- ---- No. Lanes 13 1 I O 3 0 0 0 1 0 0 0 Stop/Yield Volumes PHF Grade MCI (t) SU/RV's (t) CV's (t) PCE's N 730 145 .95 .95 0 --------------- Adjustment Factors HCS.........1.......ized t.......o.....ns R...............elease 2.1e ..D............HCO P.9..2 Worksheet for TWSC Intersection -- .. ____________________________________-___-_____ Step 1: RT from Minor Street -- SB ________________________________________________________ Conflicting Flows: (vph) - 256 Potential Capacity: (pcph) 1027 Movement Capacity: (pcph) 1027 Prob. of queue -Free State: 0.88 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sea/veh) (veh) ______ _____ (sec/veh) ______-0 NB R --------------- - Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 122 1027 4.0 0.4 A Intersection Delay - 0.2 sec/veh HCS: Unsignalized Intersections Release 2.1e HADSSA.HCO Paoe 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ....................................................................... Streets: (N-S) RI/RO ACCESS DRIVE (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Anal.ysis.......... 7/9/98 Other Information......... TOTAL TRAFFIC - YEAR 2015 - AM PEAK HOU R Two-way Stop -controlled Intersection _ L- ..................................................................... Eastbound Westbound Northbound Southbound L T R I L T R I L T R L T R No. Lanes ( 0 3 1 1 0 3 0 1 0 0 1 1 0 0 0 Stop/Yield Volumes PHF Grade MC's (t) SU/RV's (t) CV's (t) PCE'a N 832 295 .95 .95 0 -------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ---------------------------------------------------------------- Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: U.....al...a...t...............ons ............. ease 2.1e W...S.A.HCOPage ..........2 Worksheet for TWSC Intersection -------------------------------------------------------- step I: RT from Minor Street NB SB -------------292---------- Conflicting Flows: (vph) 985 Potential Capacity: (pcph) Movement Capacity: (pcph) 0 985 85 Prob. of Queue -Free State: ------------------------ Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) __--- _____3_7_ NB R 23 985 3.7 0.0 A Intersection Delay - 0.0 sec/veh NCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transporttation =_____________ ...................... _ ._._ . Streets•¢(E-W)................ = MAIN ENTRANCE (N-S) TIMBERLINE Analyst: RR File Name: TMF.ISAT.NC9 Area Type: Other 7-9-98 AM Comment: TOTAL TRAFFIC - YEAR 2015 _"`._........ ....................................."`__"'_Southbound Eastbound Westbound Northbound So L T R L T R L T R L T R '--' ---- ---- ---- ---- No. Lanes 2 1 1 1 1 1 1 2 1 2 2 1 Volumes 205 15 65 30 25 90 70 845 60 225 635 110 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.00 12.0 12.0 12.00 12.0 12.0 12.0 RTOR Vole 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 NS 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 8.OP 17.OP 14.OP Green 10.OP 31.OP Yellow/AR 5.0 0.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 02 03 H5 06 --------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat V/C g/C Approach: Mvmt8 Cap . Flow Ratio Ratio Delay LOS Delay LOOS ----- ---- ----- EB L 956 3539 0.232 0.270 21.6 C 19.0 C T 615 1863 0.026 0.330 17.2 C R 760 1583 0.089 0.480 10.7 B WB L 496 1770 0.065 0.290 21.2 C 21.0 C T 298 1863 0.087 0.160 27.2 D R 491 1583 0.194 0.310 19.3 C NB L 290 1770 0.255 0.480 12.1 B 23.1 C T 1229 3725 0.759 0.330 24.7 C R 728 1583 0.086 0.460 11.5 B SB L 425 3539 0.575 0.120 33.0 . D 22.5 C T 1229 3725 0.570 0.330 21.5 C R 950 1583 0.122 0.600 6.6 B Intersection Delay = 22.2 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.450 --------------------------------------- IICM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers Inc Transportation ==...=66Q= ......................................... `_ _......._ ..... Streets: (E-W) MAIN ENTRANCE File)NTIMBERLINE T.HC9 Analyst: RR Area Type: Other 7-9-98 PM Comment: vTOTAL =TRAFFIC=: YEAR=2015.v==-s .... ............................... pQ6C Eastbound Westbound Northbound Southbound L T R L T R L T R L T R _ __ _ __ _ --- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 1 1 1 1 1 2 1 2 2 1 Volumes 560 40 115 110 45 370 125 560 30 105 930 295 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.00 12.0 12.0 12.0 RTOR Vols 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 ---------------- -. -------------------- Si nal Operations ----- Phase Combination 1 2 3 4 5 6 7 B 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 B.OP 17.OP 14.OP Green 10.OP 31.OP Yellow/AR 5.0 0.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 M2 #3 #5 #6 --------------------------------------------- -------- Intersection Performance Summary Lane Group: Adj Sat V/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ---- ------- ----- ----- ----- --- - EB L 956 3539 0.635 0.270 25.4 D 22.8 C T 615 1863 0.068 0.330 17.5 C R 760 1583 0.159 0.480 11.1 B WB L 470 1770 0.247 0.290 22.3 C 28.1 D T 298 1863 0.158 0.160 27.5 D R 491 1583 0.793 0.310 30.0 D NS L 287 1770 0,460 0.480 15.2 C 19.4 r T 1229 3725 0.503 0.330 20.7 C R 728 1583 0.044 0.460 11.3 B SB L 425 3539 0.268 0.120 30.5 D 23.3 C T 1229 3725 0.836 0.330 27.2 D R 950 1583 0.327 0.600 7.6 B Intersection Delay = 23.1 sec/veh Intersection LOS = C Lost Time/Cycle, L . 9.0 sec Critical v/c(x) 0,762 ---------------------- ------------ HCM: SIGNALIZED INTERSECTION SUMMARY version 2.4e 07-14-1998 -.._- Center For Microcomputers ........ ocomputers In Transportation Streets: (E-W)�HARMONY �ROAD .=(N-S) MAINaENT/HR RD�COMNT_... Analyst: RR File Name: HME35AT.HC9 Area Type: Other 7-10-98 AM Comment: TOTAL TRAFFIC - YEAR 2015 ..-....... ..� ��•EastboundWestboundc`Northbound Southboundc L- T R L-- T R L T R L T R No. Lanes 1 3 1 1 3 < 0 1 > 1 1 1 1 1 volumes 25 1855 220 90 1520 10 220 1 50 25 1 75 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 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 ES Left • • NB Left Thru ` Thru Right • Right • - Peds • Peds WB Left • ` SB Left - Thru Right , Thru Peds Right + NB Right Peds SB Right EB Right WB Right Green 5.0P 40.OP Green 23.OP 12.OP Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 k2 #5 #6 ---------------------------------- Lane Group: Intersection Performance Summary Adj Sat v/c g/C Mvmts Cap Flow Ratio Ratio Delay LOS DelayLOS----- ---- EB L 199 1770 0.131 0.520 10.8 B 12.3 B T 2347 5588 0.915 0.420 13.2 B R 1108 1583 0.209 0.700 4.0 A WS L 199 1770 0.477 0.520 16.1 C 10.5 B TR 2345 5583 0.756 0.420 10.2 B NB L 442 1770 0.235 0.250 22.8 C 22.8 C LT 444 1775 0.291 0.250 23.2 C R 396 1583 0.134 0.250 22.1 C SB L 248 1770 0.105 0.140 28.5 D 29.6 D T 261 1863 0.004 0.140 28.1 D R. 222 1583 0.356 0.140 30.0 D Intersection Delay . 12.6 sec/veh Intersection LOS B Lost Time/Cycle, L . 12.0 sec Critical v/c(x) . 0.637 '------------------------------------------------ HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-14-1998 Center For Microcomputers In Transportation caQp6II ................................................. . ............. Streets: IE-W) HARMONY ROAD IN-SI MAIN ENT/HR RD COMNT Analyst: RR File Name: HF1E15PT.HC9 Area Type: Other 7-10-98 PM Comment: TOTAL TRAFFIC - YEAR 2015 .......................................................... Eastbound Westbound Northbound Southbound L T R L T R L T R L T R _ __ _ __ ____ ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 3 1 1 3 < 0 1 > 1 1 1 1 1 Volumes 90 1690 150 65 2390 30 495 1 70 25 1 45 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 RTOR Vols 0 0 Lost Time 3.00 3.00 3.00 3.00 3.003.00 3.00 3.00 -3.00 3.00 3.00 3.00 ---------------------------------- - Signal Operations Phase Combination 1 2 3 4 5 6 7 EB Left • • NB Left Thru Thru • Right Right • Peds Peds • • SB Left ` WB Left • Thru Right - • Right Peds • Peds NB Right • EB Right SB Right • WB Right Green 5.OA 43.OP Green 26.OA 6.0A Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: k1 02 H5 06 Intersection Performance Summary Lane Group. Ad', Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOOS Delay Los ____ ____ _______ _____ _____ _____ ___ - EB L 198 1770 0.455 0.550 17.0 C 7.9 B T 2779 6176 0.704 0.450 7.9 B R 1203 IS83 0.131 0.760 2.4 A WB L 198 1770 0.343 0.550 11.0 B 20.8 C TR 2774 6165 1.010 0.450 21.0 C NB L 495 1770 0.472 0.280 23.3 C 23.2 LT 497 1774 0.580 0.280 24.8 C R 554 1583 0.134 0.350 16.8 C SB L' 142 1770 0.184 0.080 32.7 D 28.7 D T 149 1863 0.007 0.080 32.2 D R 285 1583 0.165 0.180 26.4 D Intersection Delay . 16.2 sec/veh Intersection LOS - C Lost Time/Cycle, L - 12.0 sec Critical v/c(x) . 0.776 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 01-09-1998 Center For Microcomputers In Transportation .....................>................. Streets: (E-w)cHARMONY -ROAD _... IN-S) TIMBERLINE ROAD Analyst: RR File Name: HT15AT.HC9 Area Type: Other 7-9-98 AM Comment: .TOTAL 6TRAFFIC c- YEAR _201===....... .. ............................ ...... Eastbound westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Volumes 325 1625 305 190 1225 385 360 545 235 510 475 370 Lane W Ift) 12.0 32.0 12.0 12.0 12..0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Volo 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 ----------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left • NB Left " Thru • Thru• Right • Right Peds " Peds WB Left ' SS Left Thru • Thru + Right Right Peds Peds NB Right EB Right SB Right • WB Right Green B.OA 38.OP Green 17.OA 17.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: p1 N2 05 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 425 3539 0.829 0.120 36.7 D 18.9 C T 2471 6176 0.762 0.400 17.7 C R 982 1583 0.327 0.620 5.9 B WB L 425 3539 0.485 0.120 27.3 D 14.8 B T 2471 6176 0.574 0.400 15.3 C R 982 1583 0.413 0.620 6.4 B NS L 743 3539 0.525 0.2.10 23.2 C 30.2 D T 708 3725 0.852 0.190 32.2 D R 301 1583 0.821 0.190 36.3 D SB L 743 3539 0.744 0.210 26.7 D 26.5 D T 706 3725 . 0.742 0.190 27.6 D R 507 1583 0.768 0.320 24.6 C Intersection Delay - 21.2 sec/veh Intersection LOS - C Lost Time/Cycle, L - 8.0 sec Critical v/c(x) - 0.785 --------------------------- ---- ------- SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 HCM: Center For Microcomputers In Transporation..... .......... (E-W)�HARMONY .................................. ROAD (N-S) TIMBERLINE ROAD Streets; File Name: HT15PT.HC9 Analyst: RR 7-9-98 PM Area Type: Other TRAFFIC YEAR 2015 Comment: TOTAL .. ............................ .............L....Tboun................. Eastbound Westbound Northbound Southbound L T R L T R -2-- -i-- -2-- -Z-- -i-- -3-- ---- -2-- ---- -i-- ---- No. Lanes volumes 2-- 330 1430 420 250 2045 12.00 630 690 665 135 405 660 360 12.0 12.0 12.00 12.0 12.0 12.0 Lane W (ft) 12.0 12.0 12.00 12.0 12.0 RTOR Vols 3.00 3.00 1.00 3.00 3.00 1.00 3.00-300-1_00 3_00--_-- Lost Time 1.00 --------------- ---- ---------------- Signal Operations 6 7 E Phase Combination 1 2 3 4 5 NB Left EB Left • ' ThruTru t Right + Peds ' Peds SB Left ' WB Left • + Thru Thru Right PedsRigh Peds EB Right NB Right • WB Right SB Right B.OA 36.OP Green 18.OA 18.OA Green 5.0 5.0 Yellow/AR 5.0 5.0 Yellow/AR Phase combination order: #6 Cycle Length: 100 secs '------------ -#1-#2-#5 ---' - -- - -- -----Lane Intersection Performance Summary Approach: Group:--Intersectio Adj Sat v/c Ratio g/C Ratio Delay LOS Delay LOS Mvmts Cap Flow ---- --- EB L--- 925 3539 0.841 0.120 37.5 D 18.6 C T 2347 6176 0.706 0.380 17.7 C R 966 1583 0.458 0.610 7.1 B 0.120 29.3 D 30.4 D WB L T 425 3539 0.638 2347 6176 1.009 0.380 36.3 D R 966 1583 0.686 0.610 9.9 B E 43.1 NB L 779 3539 0:961 0.220 41.9 E T 745 3725 0.986 0.200 48.1 C R 317 1583 0.448 0.200 23.4 23.2 C 34.1 D SB L 779 3539 0.564 3725 0.980 0.220 0.200 46.7 E T R 745 522 1583 0.725 0.330 22.5 C 30.1 sec/veh Intersection LOS D Intersection Delay - Lost Time/Cycle, ------------- L . 8.0 sec Critical =---------- ----------------------- v/c- - 0.971 - - HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportatio:............... ............. '...............=.....................= Streets: (E-W) MAIN ENTRANCE FileName:TIMBERLINE File me Analyst: RR AM Area Type: Other Comment: BACKGROUND TRAFFIC - YEAR 2015 ........... ............... ................. =.......................... Eastbound westbound Northbound Southbound L T R L T R I, 7' R ---- ---- L- T R ---- ---- No. Lanes 2 0 1 0 0 0 ---- 1 2 0 70 820 0 2 1 635 110 Volumes 205 65 12.0 12.0 12.0 12.0 Lane W (ft) 12.0 12.0 0 0 RTOR Vole 0 3.00 3.00 3_ 3_00-3.00 Lost Time 3.00 -00 ----------------P---------- Signal 0 erations Phase Combination I 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 30.01) Green 60.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 100 secs Phase combination - --------------------- order: 41 N5 ----------------- Intersection Performance Summary Lane Group: Adj Sat V/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOOS Delay LOS EB L 1133 3539 0.196 0.320 18.8 C 18.7 C R 507 1583 0.134 0.320 18.4 C NB L 297 478 0.250 0.620 6.6 B 7.3 B T 2310 3725 0.392 0.620 7.3 B SB T 2310 3725 0.303 0.620 6.8 B 5.8 B R 1583 1583 0.073 1.000 0.0 A Intersection Delay = 8.3 sec/veh Intersection LOS = B Lost Time/Cycle, L ----------------------------------------------------- - 6.0 sec Critical v/C(x) • 0.325 ------------ HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Tian.portation ........................ (N-S) TIMBERLINE Streets:=(E-W)vMAIN6 ENTRANCE File Name: TMEI5P.HC9 Analyst: RR 7-9-98 FM Area Type: Other 2015 _ _ Comment: BACKGROUND TRAFFIC - YEAR ........••••._......T R .......................... Southbound ................. ...... L! T R Eastbound Westbound LNortTbounR L L --- ____ ____ ____ 0 0 1 2 0 0 2 1 No. Lanes 2 0 1 0 125 550 930 295 Volumes 560 115 12,0 12.0 12.0 12.0 Lane W Ift) 12.0 12.0 0 0 RTOR Vols 0 3.00 3.00 Lost Time 3.00 3.00 3.00 3.00 ---- _---- ________________ Signal Operations 5 6 - 7 8 Phase Combination 1 2 3 4 NB Left • • EB Left Thru Thru Right Right • Peds Peds • SB Left WB Left Thru Thru Right Right Peds Peds • EB Right NB Right • W8 Right SB Right Green SO.OP 50.OP Green 30.OP yellow/AR 0.0 5.0 Yellow/AR 5.0 Cycle Length: 100 secs Phase combination_ order_ #1 #5 #6 - - - Intersection Performance Summary Approach: Lane Group: Adj Sat V/c g/C LOSDelay LOS Mvmts Cap Flow Ratio Ratio Delay --- - Y - - EB L 1133 3539 0.536 0.320 21.6 C 20.3 C R 665 15B3 0.182 0.420 13.9 B NB L 205 1770 0.644 0.620 13.9 B 7.9 B T - 2310 3725 0.263 0.620 6.6 B SS T 1937 3725 0.531 0.520 12.3 B 9.6 B R 13In Intersection 0.226 11.97 sec/veh Intersection LOS Intersection Delay 0.569 Lost Time/Cycle, L • 9.0 sec Critical v/C(x) . -_ 69_ - ------- _ , HCS: Unsignalized Intersections Release 2.1e HMEISP.HCO _-Paoe_1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 .......... ....'="_=`____._............ _ .................. ..._......... Streets: (N-S) HARMONY RD COMMUNITY (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/14/98 Other Information......... BACKGROUND TRAFFIC - YEAR 2015 - PM PEA K HOUR Two-way Stop -controlled Intersection 0•. ct....................................... •¢ Southbound •••a EastboundWestboundNorthbound L T' R L T R L T R-- L T R --- ---- ---- --- ---' ---- --- ---- ------ ---- ---- No. Lanes 11 3 1 11 3 < 0 0 > 1 1 0 > 1 1 Stop/Yield volumes PHF Grade MCI (t) SU/RV's (t) CV,a (t) PCEIa N 90 632 70 .95 .95 .95 0 N 30 946 30 .95 .95 .95 0 1.10 -------------- 40 1 15 .95 .95 .95 0 11.10 1.10 1_10 Adjustment Factors 25 1 45 .95 .95 .95 0 1_10 1.10 1_10 Vehicle Critical Follow-up Maneuver - Gap its) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road - 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1e HME15P.HC0 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 222 348 Potential Capacity: (pcph) 1069 923 Movement Capacity: (pcph) 1069 923 Prob. of Queue -Free State: 0.96 0.94 -------------------------------------------------------- Step 2: LT from Major Street WB EB . -------------------------------------------------------- Conflicting Flows: (vph) 739 1028 Potential Capacity: (pcph) 688 481 Movement Capacity: (pcph) 688 481 Prob. of Queue -Free State: 0.95 0.78 Step THfromMinor NB SB -Street -3t-_ - --------------------__-- Conflicting Flows: (vph) 1820 1878 Potential Capacity: (pcph) 94 87 Capacity Adjustment Factor due to Impeding Movements 0.74 0.74 Movement Capacity: (pcph) 70 65 Prob. of Queue -Free State: 0.99 0.98 -------------------------------------------------------- Step 4: LT from Minor Street NB _ _ SB -------------------------------------------------------- Conflicting Flows: (vph) 1788 1805 Potential Capacity: (pcph) 76 74 Major LT, Minor TH Impedance Factor: 0.73 0.73 Adjusted Impedance Factor: 0.79 0.79 Capacity Adjustment Factor due to Impeding Movements 0.75 0.78 Movement Capacity: (pcph) -------------------------------------------------------- 57 58 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ------ ------ NB L 46 - 57 > 57 ------- 249.7 ------- 5.5 ----- --------- F NB T 1 70 > 183.8 NB R 18 1069 3.4 0.0 A SB L 29 58 > 58 124.1 2.5 F SB T 1 65 > 48.1 SB R 52 923 4.1 0.0 A EB L 105 481 9.6 0.9 B 1.1 WS L 35 688 5.5 0.0 B 0.2 Intersection Delay = 7.7 sec/veh Page 2 Intersections HC.=.....g.... z.dae...........E„SQ.HCO.<_..Fl.ge.. ..................... Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 �613659 Streets(sfN S)}iARMONY•RD`COMMUNITY(F=W)LIiMMONY=ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... Other Information......... 7/14/98 BACKGROUND TRAFFIC - YEAR 2015 - AM PEA K HOUR Two-way Stop -controlled Intersection .. _ ..-..._�... . . ' ........_. =Eastbound Westbound�s Northbound Southbound 11 T L R L "I' R 1, T R __ ____ ____ L T R - __ _-__ No Lanes _ 3 1 _ ____ 1 3 < 0 0 > 1 1 0 > 1 1 Stop/Yield Volumes PHF Grade MC's (t) SU/RV's (t) CV's (t) PCE's 71 25 732 20 .95 .95 .95 0 1.10 .-------------- N 10 588 10 .95 .95 .95 0 60 1 25 .95 .95 .95 0 1_- 101.10 1.10 Adjustment Factors 25 1 75 .95 .95 .95 0 I1.10 1.10 1.10 --------------- Vehicle Critical Follow-up Maneuver Gap (tg) --------------------- Time (tf) Left Turn Major ---------------- Road ----- 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road _ 7.00 3.40 HCS:-Unsignalized Intersections Release 2.1e HE15A.HCO Page 2 ........................................................................ Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB Sa. _ _ ______________________________. Conflicting Flows: (vph) 257 212 _ 1081 Potential Capacity: (pcph) 1026 1026 1081 Movement Capacity: (pcph) - 0.97 0.92 Prob. of Queue -Free Statet -------------------------------------------------------- Step 2: LT from Major Street ----------------------------- WB EB . Conflicting Flows: (vph) - 792 - 630 787 Potential Capacity: (pcph) 644 787 Movement Capacity: (pcph) 644 0.98 0.96 . Prob. of Oueue-Free State: -------------------------------------------------------- Step 3 TH from Minor Street ___-NB___.__---SB ---- ----------- Conflicting Flows: (vph) 1438 1454 154 Potential Capacity: (pcph) 157 Capacity Adjustment Factor due to Impeding Movements 0.95 0.95 146 Movement Capacity: (pcph) 148 Prob. of Queue -Free State: 0.99 0.99 . _______ - ------------------------------------------------- Step 4: LT from Minor Street ______________________________ NB s6 . _____ Conflicting Flows (vph) 1426 1433 Potential Capacity: (pcph) 130 128 Major LT, Minor TH p 94 0.94 Impedance Factor: 0.95 0.95 Adjusted Impedance Factor: Capacity Adjustment Factor 0.93 due to Impeding Movements 0.88 Movement capacity: (pcph) ------------------------------------'------------------- 114 119 Intersection Performance Summary - Avg. 95% Flow Move Shared Total - Queue -' - Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) ------- (veh) ------- -- (sec/veh) --------- -------- NB L ------ 69 ------ 114 ------ > 114 78.6 3.9 F NB T 1 148 > 56.8 NB R 29 1026 3.6 0.0 A SB L 29 119 > 120 39.9 1.1 E SB T 1 146 > 13 .0 SB R 87 1081 3.6 0.2 A EB L 29 787 4.7 0.0 A 0.2 WB L 12 644 5.7 0.0 B 0.1 Intersection Delay = 4.1 sec/veh HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1996 Center For Microcomputers In Transportation .. ........... ............................................ .. Streets: (E-W) HARMONY ROAD IN-S) TIMBERLINE ROAD Analyst: RR File Name: HT15A.HC9 Area Type: Other 7-9-98 AM Comment: BACKGROUND TRAFFIC - YEAR 2015 ....................................................................... Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes _2__ _3-_ _1_- -2-- ---- --- -2 - ---- -i-- ---- -2__ ---- Volumes 325 1340 205 140 1130 320 305 510 210 325 400 370 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 12.0 RTOR Vols 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 -------- - ------------------ - ---'----' Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left • NB Left + Thru Right • Right g + Peds Peds • WE Left SB Left + Thru Right • Right g • Peds Peds NB Riaht EB Right SB Right • WE Right Green 9.OA 39.OP Green 14-OA 18.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #2 05 06 ------------------------------------- - -- - ------------------ - ----- Intersection Performance Summary Lan_ Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ----- ----- ----- --- ----- --- EB L 460 3539 0.765 0.130 32.3 D 17.2 C T 2532 6176 0.613 0.410 15.3 C R 950 1583 0.227 0.600 6.0 B WE L 460 3539 0.328 0.130 25.7 D 13.9 B T 2532 6176 0.517 0.410 14.4 B R 950 1583 0.355 0.600 6.7 B NB L 637 3539 0.520 0.180 24.6 C 26.8 D T 745 3725 0.757 0.200 27.5 D R 317 1583 0.698 0.200 28.5 D SB L 637 3539 0.553 0.180 24.9 C 23.7 C T 745 3725 0.593 0.200 24.4 C R 538 1583 0.723 0.340 21.9 C Intersection Delay - 19.2 sec/veh Intersection LOS - C Lost Time/Cycle, L = 8.0 sec Critical v/c(x) = 0.654 -- ----------------------------------------- - -'---------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation==..=ppQ6La=�== ..................................... Streets: (E-.W). HARMONY ROAD (N-S) TIMBERLINE ROAD Analyst: RR- File Name: HT15P.HC9 Area Type: Other 7-9-98 PM Comment: BACKGROUND TRAFFIC - YEAR 2015 =___ =Eastbound = n•Westbound=. ==Northbound SouthbounR L ... T R L T R L T R L T __ ____ ____ ____ _2__ _2__ _i__ _2_- _2._ _i__ No. Lanes 2 3 1 2 3 1 Volumes 330 1300 375 225 1775 450 470 520 120 320 625 360 Lane W (ft) 12.0 12.0 12.00 12.0 12.0 12.00 12.0 12.0 12.00 12.0 12.0 12.0 RTOR VOIs1.00 3.00 Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 ---- ---- ---- ----------3_00 ___________ --------'P-----' Signal O erations 5 6 1 8 Phase Combination 1 2 3 4 NB Left " EB Left " Thru " Thru Right Pedst Peds • SB Left WE Left " Thru Thru Right RighPeds t " Peds EB Right NB Right • WE Right SB Right Green 9.OA 39.OP Green 14.OA 18.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #2 95 #6 -- Intersection Performance Summary Approach: Lane Group: Adj Sat v/c g/C eLOS Mvmts Cap Flow Ratio Ratio Delay LOS Del --- __ ----- EB L____ 460 3539 0.776 0.130 32.8 D 16.5 C T 2532 6176 0.594 0.410 15.1 C R 950 1583 0.416 0.600 7.1 B WE L 460 3539 0.530 0.130 27.2 D 11.3 C T 2532 6176 0.811 0,410 18.3 C R 950 1583 0.499 0.600 7.7 B NB L 637 3539 0.801 0.180 30.4 D 28.4 T 745 3725 0.770 0.200 27.9 D R 317 1583 0.398 0.200 22.9 C SB L 637 3539 0.545 0.180 24.8 C 30.4 D T 745 3725 0.927 0.200 38.2 D R 538 1583 0.704 0.340 21.4 C Intersection Delay • 21.3 sec/veh Intersection LOS C 0_830 Lost Time/Cycle, L • --- sec Critical v/c(x) - _ - - APPENDIX G 0 Jb1L4 N.0crwiuv PV14 C�T�oti�:�— CA�� oP6�a-re As :G1NGLG og 17UAL LEPT — rue u L aNs HCS: Unsignalized Intersections Release 2.1e HAD02P.HCOvvvav Page..I Center For Microcomputers. In. Transportationv« .. University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 _ ............ ....< e. <v•��< Streets: (N-S).RJ/RO ACCESSIF-W1 �f1ARMONYROAD DRIVE ....< Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... B Other Information......... TOTAL TRAFFIC - YEAR 2002 - PM PEAK NOD 7/9/9 Two-way Stop -controlled Intersection ..........<... - ............ ..............................< ... < Eastbound Westbound Northbound Southbound L T R L T R L T R L T R __ _ No. Lanes 0 2 1 0 2 O N 0 0 1 0 0 0 Stop/Yield Volumes PHF Grade MC,a (t) SU/RV's (t) Cv's (t) PCE's 867 60 .95 .95 0 1182 .95 0 60 .95 0 1.101 ------------------------------------------- Adjustment Factors Vehicle Critical Follow -UP Maneuver Gap (tg) Time Itf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 5HAD02P.HCO Page 2 ..........1.....ized I...............ntersections 1..1.......ease 1........... ............ Worksheet for TNSC Intersection __ ---- ----- - __ SB Step 1: RT-from Minor Street _ __ Conflicting Flows: (vph) 456 Potential Capacity: (pcph) 813 813 Movement Capacity: (pcph) 0 92 Prob. of Queue -Free State: _ - _ _ _ _-_ Intersection Performance Summary Avg. 95%Flow Total Queue Approach Rate Cape Shared Delay Length LOS pDelay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) - _ (sec/veh) --- 4.8 NB R 69 813 4.8 0.2 A intersection Delay - 0.1 sec/veh HCS: Unsignalized Intersections Release 2.1e HAD02A.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2003 Ph: (904) 392-0378 ....................................................>.................. Streets: (N-S) RI/RO ACCESS DRIVE (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/9/98 Other Information......... TOTAL TRAFFIC - YEAR 2002 - AM PEAK HOU R Two-way Stop -controlled Intersection ........................................................... LEastboundR I LWestboundR I LNorthbound I LSouthboundR No. Lanes 1 0 2 1 1 0 2 0 1 0 0 1 1 0 0 0 Stop/Yield Volumes PHF Grade MC' s M SU/RV's (t) Cv's (t) PCE'a N 900 125 .95 .95 0 -------------- Adjustment Factors H....U...�...li..a.........t.......ions R.l.......ease 1.... .AD02A .............. Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB Sa Conflicting Flows: (vph) 474 Potential Capacity: (pcph) 796 Movement Capacity: (pcph) 796 Prob. of Queue -Free State: 0.98 -------------------------- Intersection Performance Summary Avg. 95k Flow Move Shared Total Queue Rate Cap Cap Delay Length LOS Movement (pcph) (pcph) (pcph)(sec/veh) (veh) NB R --------------- Vehicle Critical Follow-up Maneuver ------------------------------------------------------------------ Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 l8 796 4.6 0.0 A Intersection Delay . 0.0 sec/veh Approach Delay (sec/veh) 4.6 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For MicrocomputersIn Transportation ............. ._ ................................... ..._...._........== Streets: (E-W) 14AIN ENTRANCE FileNa me: T.HC9 ERLINE Analyst: RR File me Area Type: Other AM Comment: TOTAL TRAFFIC - YEAR 2n02 =...__�___._ _..._ = .• ==Eastbound=cWestboundNorthbound== �Southbound L T R L T R L T R L T R _____ ___- ____ ____ ---- No. Lanes 2-- -1-- -1-- -1-- -1-- -1 1 2 1 1 2 1 Volumes 205 15 65 10 25 65 70 700 30 155 520 110 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.00 12.0 12.0 12.00 12.0 12.0 12.0 RTOR Vols 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.003.00 3_00 3_00 3.00 3.00 3.00 --------------P-- - Signal O era t.ions Phase Combination 1 2 3 4 5 6 7 8 EB Left • NB Left a 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 19.OP 12.OP Green 6.OP 38.OP Yellow/AR 0.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 90 secs Phase combination order: -#1 #2 #5 #6 -------------------------------- - Intersection Performance Summary Lane Group:Ad' Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOOS - ----- ---- ------- ---- ----- --- -' EB L 629 3539 0.353 0.178 24.8 C 20.8 C T 683 1863 0.023 0.367 13.8 B R 774 1583 0.088 0.489 9.3 B WB L 261 167B 0.042 0.156 24.5 C 20.8 C T 290 1863 0.090 0.356 24.7 C R 440 1583 0.155 0.278 18.7 C NB L 359 1770 0.206 0.561 7.2 B 12.9 B T 1656 3725 0.467 0.444 13.5 B R 704 1583 0.045 0.444 10.8. B SB L 266 1770 0.613 0.567 11.5 B 11.2 B T 1656 3725 0.347 0.444 12.5 B R 1038 1583 0.112 0.656 4.4 A Intersection Delay - 13.7 sec/veh Intersection LOS = B Lost Time/Cycle, L . 12.0 sec Critical v/c(x) - 0.431 ----------------- .___________--___________________________-_____________ HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation......____ ................................. S treetee.(EaW)•MAINv ENTRANCE (N-S) TIMBERLINEFile Name: TME02PT.HC9 Analyst: RR 7_9_98 PM Area Type: Other Comment: TOTAL TRAFFIC - YEAR 2002................................ ........................ =Eastbound Westbound Northbound southboundd L T R L T R L T R L ____ ---- ---- ---- ---- ---- -i-- _i__ 1 1 2 1 1 2 1 No. Lanes 2 1 1 Volumes 560 40 115 40 45 305 125 435 15 75 695 2.0 Lane W (ft) 12.0 12.0 12.00 12.0 12.0 12.00 12.0 12.0 12.00 12.0 12.0 1200 RTOR Vole 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___ _ __________________ Signal Operations Phase Combination 1 2 3 fig Left EB Left Thru • • Thru • + RightPeds ` Right Peds WB Left • • SB Left . Thru _ Right Right • 9 , , Peds Peds EB Right ` NB Right • WB Right SB Right Green 6.OP 30.OP Green 26.OP 13.0P yellow/AR 5.0 5.0 Yellow/AR Cycle Length: 90 sece Phase combination order: #1 #2 #5-#6---------- ---------- Intersection Performance Summary Approach: Lane Group:Ad Sat v/c g/C LOS Mvmts Cap Flow Ratio Ratio Delay ---LOS Delay --- EB L 904 3539 0.671 0.256 24.2 C 20.7 T 849 1863 _ 0.049 0.456 10.4 a R 915 1583 0.132 0.578 6.6 B WB L 257 1543 0.163 0.167 24.4 C 24.9 C T 310 1863 0.151 0.167 24.4 C R 457 1583 0.702 0.289 25.0 C NB L 240 1770 0.550 0.478 13.7 B 15.8 T 1325 3725 0.363 0.356 16.4 C R 563 1583 0.028 0.356 14.3 B SB T 14.4 B 1325 3725 0.581 0.356 18.4 C R 1020 1583 0.305 0.644 5.4 B Intersection Delay - 17.8 sec/veh Intersection LOS = C Lost Time/Cycle, L - 9.0 sec Critical v/c(x) = 0.645 _____________________ HCS: Unsignalized Intersections Release 2.le HME02PT.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall - Gainesville, FL 32611-2083 Ph: (904) 392-0378 ....................................................................... Streets: (N-S) HARMONY RD COMMUNITY (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/14/98 Other Information.......... TOTAL TRAFFIC - YEAR 2002 - PM PEAK HOU R Two-way Stop -controlled Intersection ....................................................................... Eastbound Westbound Northbound Southbound L T R I L T R I L T R L T R No. Lanes 1 1 2 0 1 0 2 < 0 1 0 0 0 1 1 0 1 Stop/Yield Volumes PHF Grade MC's (t) SU/RV's (t) CV's 14) PCE's N 90 849 .95 .95 0 1.10 '-------------- N 1155 30 .95 .95 0 '-------------- Adjustment Factors 25 45 .95 .95 0 1.10 1.10 -------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road - 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1e HME02PT.HCO Page 2 ....................................................................... Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: Ivph) 624 Potential Capacity: Ipcph) - 669 Movement Capacity: (pcph) 669 Prob. of Queue -Free State: ---------- 0.92 ---------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflictina Flows: (vph) 1248 Potential Capacity: (pcph) 367 Movement Capacity: (pcph) 367 Prob. of Queue -Free State: 0.71 -------------------------------------------------------- Step 4: LT from Minor Street NB SB --------------------------- ---------------------------- Conflicting Flows: Ivph) - 2221 Potential Capacity: (pcph) 40 Major LT, Minor TH Impedance Factor: 0.71 Adjusted Impedance Factor: 0.71 Capacity Adjustment Factor ' due to Impeding Movements 0.71 Movement Capacity: (pcph) -------------------------------------------------------- 29 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement Ipcph) (pcph) (pcph)Isec/veh) (veh) (sec/veh) -------------- -------- ------ ------ ------------- SB L 29 29 596.8 ------- 5.4 F 216.9 SB R 52 669 5.8 0.2 B ES L 105 367 13.7 1.3 C 1.3 Intersection Delay . 7.5 sec/veh HC5: Unsignalized Intersections Release 2.1e HME02AT.HCO_ Page Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392.0378 Streets: (N•SI HARMONY RD COMMIRTTTy (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/14/98 Other information......... TOTAL TRAFFIC - YEAR 2002 - AM PEAK HOU Two-way Stop -controlled Intersection ... .... . ... O6 ' ........................................... .... . .... ... ... Eastbound Westbound Northbound Southbound 1. T R I L T R I L T R L T R No. Lanes 1 2 0 1 0 2 < 0 0 0 0. 11 0 1 Stop/Yield Volumes PHF Grade MC,s (t) SU/RV's I41 Cv's (t) PCE's N 25 894 .95 .95 0 1.10 -------------- N 699 10 95 .95 0 ------------ ---------------- Adjustment Factors Vehicle Maneuver --------------------------------- Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 25 75 .95 .95 0 1.10 1.10 --------------- Critical Fol3ow- up Gap (tg)Time (tf) -------------------------------- 5.50 2,10 5.50 2.60 6.50 3.30 7.00 3.40 HCSv.U......1i..d..l...........e...R.l................ease 2.1e O.AT=CHCO......a... Worksheet for TWSC Intersection --------- ______ _____________________________ ______ Step 1: RT from Minor Street ___ NB ___________ SB ________________________________________ Conflicting Flows: (vph) 374 895 895 Potential Capacity: (pcph) 895 Movement Capacity: (pcph) 0.90 Prob. of Queue -Free State: _____________ ------------------------------------------- Step 2: LT from Major Street __ _____________ WB __________ EB _ _ Conflicting Flows: (vph) 747 747 681 Potential Capacity: (pcph) 681 Movement Capacity: (pcph) 081 Prob. of Queue -Free State: .96 --------------------'--------'--'-------____-- Step 4: LT from Minor Street NB S ---------------------- ------------------------------ Conflicting Flows: (vph) 1708 86 Potential Capacity: (pcph) Major LT, Minor TH 0.96 Impedance Factor: 0.96 Adjusted Impedance Factor: Capacity Adjustment Factor 0.96 due to Impeding Movements 82 Movement Capacity: (pcph) Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement Ipcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) SB L 29 82 67.4 1.6 F 20.2 SB R 81 895 4.5 0.3 A EB L 29 681 5.5 0.0 B 0.2 Intersection Delay - 1.2 sec/veh APPENDIX F HCM: SIGNALIZED INTERSECTION SUM14ARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation ............ e Streets: (E-W) MAIN ................................................... ENTRANCE (N-S) TIMBERLINE Analyst: RR File Name: TME02A.HC9 Area Type: Other 7-9-98 AM Comment: BACKGROUND TRAFFIC - YEAR 2002 a. ................................... Eastbound Westbound 6n.c Northbound Q6 L T R T R L T R L T R ---- --- No. Lanes ---- ---- 2 0 ---' 1 -L _ ---- ---- 0 0 0 ---- ---- ---- 1 2 0 ---- 0 2 1 Volumes 205 65 70 700 520 110 Lane W (f tl 12..0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 Lost Time 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 SR Left Thru Thru Right Right Peds • Peds NB Right EB Right SB Right • WB Right Green 30.OP Green 50.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 90 secs Phase combination order: 01 #5 ---------- - ----------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- EB L 1258 ------- ----- 3539 0.176 ----- ----- --- 0,356 15.2 C ----- -- 15.1 C R 563 1583 0.121 0.356 14.8 B - NB L 352 609 0.210 0.578 7.0 B 7.7 B T 2153 3725 0.360 0.578 7.7 B SB T 2153 3725 0.267 0.578 7.2 B 6.0 B R 1583 1583 0.073 1.000 0.0 A Intersection Delay . 8.2 see/veh Intersection LOS - B Lost Time/Cycle, L . 6.0 sec Critical v/c(x) . 0.2.90 HCM: SIGNALIZ07-09-1998 Center E INMicrocomputers TERSECTION InMMARY Transportation (N-S) TIMBERLINE Streets:va (E-W)MAIN ENTRANCE File Name: TME02P.HC9 Analyst: RR 7-9-98 PM . Area Type: Other Comment: BACKGROUND TRAFFIC - YEAR 2002v ............................... ................................ ....... Eastbound Westbound Northbound SoutTbounR L T R L T R L L T R --- 0 2 1 __._ Ea: .___ 0 0 3 2 0 0 695 295 No. Lanes 2 0 1 0 125 435 Volumes 560 115 12.0 12.0 12.0 12.0 0 0 Vol3.00 Lens W (ft) 12.0 12•U 3.Oo 3.00 LostRTOR Time e 3.00 3.00 ---- ---- Lost -------------- __ __________ ________________ _--- - Signal Operations 5 6 7 8 4 Phase Combination 1 2 3 NB Left EB Lett - Thru Thru Right Right " Peds Peds SB Left WB Left Thru Thru Right Right Peds Peds " EB Right NS Right WB Right SB Right 30 OP Green 50.oP Green Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 90 secs Phase combination order: -#1 05 - __________ ----- Intersection Performance Summary v/c g/C Approach: Lane Group: Ad) Sat Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L --- ---- ---- 0 482 0.356 17.4 C 17.1 C R 563 1583 0.215 0., 15.4 C NB L 236 409 0.559 0.57E 11.2 B 7.9 B T 2153 3725 0.223 0.578 7.0 B 5.5 B SB T 2153 3725 0.357 0.578 R 1583 1583 0.196 11.00sec/veh Intersection LOS r Intersection Delay 0.530 Lost Time/Cycle, L 6.0 sec Critical v/c(x) ^-- - - _ - -- HCS: Unsignalized Intersections Release 2.1e HME02F_HCO---_Paoe61 Center For Microcomputers In Transportation University of Florida $12 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0376 ....................................................................... Streets: (N-S) HARMONY RD COMMUNITY (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/14/98 other Information......... BACKGROUND TRAFFIC - YEAR 2002 - PM PEA K HOUR Two-way Stop -controlled Intersection --_ _--L........ .............. _=........ = Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- --- - -- ---- ---- ---- ---- --- ---- ---- --- - No. Lanes 1-1 2 0 0 2 < 0 0 0 0 1 0 1 Stop/Yield Volumes PHF Grade MC,a (t) SU/RV's (t) CV's (t) PCE's N 90 813 .95 .95 0 1.10 --------------- 1143 30 .95 .95 0 I--------------- 25 45 .95 .95 0 1_10 1_10 HCS: Unsionalized Intersections Release 2.1e HME02P..HCO Paqe <^ ......... .............................................................. , Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 616 Potential Capacity: (pcph) 673 Movement Capacity: (pcph) 673 Prob. of Queue -Free State: 0.92 -------------------------------------------------------- Step 2: LT from Major Street WB ES ________________________________________________________ Conflicting Flows: (vph) 1235 Potential Capacity: (pcph) 372 Movement Capacity: (pcph) 372 Prob. of Queue -Free State: 0.72 - - ---------------------------------------- Step 4: LT from Minor Street - NB SB ________________________________________________________ Conflicting Flows: (vph) 2170 Potential Capacity: (pcph) 43 Major LT, Minor TH Impedance Factor: 0.72 Adjusted Impedance Factor: 0.72 Capacity Adjustment Factor due to Impeding Movements 0.72 Movement Capacity: -------------------------------------------------------- (pcph) 31 Intersection Performance Summary Adjustment Factors Avg. 95t Vehicle Critical Follow-up Flow Move Shared Total Queue Approach Maneuver Gap (tg) Time Itf) Rate Cap Cap Delay Length LOS Delay ------------------------------------------------------------------ Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) Left Turn Major Road 5.50 2.10 ________ ______ ______ ______ _______ _______ _____ Right Turn Minor Road 5.50 2.60 SB L 29 31 504.1 5.1 F Through Traffic Minor Road 6.50 3.30 183.8 Left Turn Minor Road 7.00 3.40 SB R 52 673 5.8 0.2 B ES L 105 372 13.5 1.3 C 1.3 Intersection Delay . 6.6 sec/veh HCS: Unsignalized Intersections Release 2.1e HME02A.HC0 Paoe 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ........................................................... Streets: IN-S) HARMONY RD COMMUNITY (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min( Analyst ................... RR Date of Analysis.......... 7/14/98 Other Information......... BACKGROUND TRAFFIC - YEAR 2002 - AM PEA K HOUR Two-way Stop -controlled Intersection ............ 'Eastbound•¢v ... Westbound.. .............................. NorthboundE. .SouthboundcE L T R L T R c L T R L T R No. Lanes 1 2 0 I O 2 < 0 I O 0 0 1 0 i Stop/Yield Volumes PHF Grade MCIS (t) SU/RV's (t) CV-s M PCE,a S 25 885 .95 .95 0 1.10 -------------- N 672 10 .95 .95 0 ----- 25 75 .95 .95 0 1.10 1.10 - -- HCS: Unsionalized Intersections Release 2.1e HME02A.HC0 .............. Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 359 Potential Capacity: (pcph) 911 Movement Capacity: (pcph) 911 Prob. of Queue -Free State: 0.90 --------- ---------------------------------------------- Step 2: LT from Major Street WB EB ------------------------------------------------------- Conflicting Flows: (vph) 718 Potential Capacity: (pcph) 706 Movement Capacity: (pcph) 706 Prob. of Queue -Free State: 0.96 Step 4_LTfrom Street _____________----------- NBSB -Minor - -- - Conflicting Flows: - (vph) 1670 Potential Capacity: (pcph) 91 Major LT, Minor TH - Impedance Factor: 0.96 Adjusted Impedance Factor: 0.96 Capacity Adjustment Factor due to Impeding Movements 0.96 Movement Capacity: ------------------------------------- (pcph) 87 ------------------ Intersection Performance Summary Adjustment Factors Avg. 95% vehicle Critical Follow-up Flow Move Shared Total Queue Approach Maneuver Gap (tg) Time (tf) Rate Cap Cap Delay Length LOS Delay -------------------------------------------"------` ------------"" Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) Left Turn Major Road 5.50 2.10 ________ ______ ______ ______ _______ _______ _____ --------- Right Turn Minor Road 5.50 2.60 SS L 29 87 61.7 1.5 F Through Traffic Minor Road 6.50 3.30 18.7 Left Turn Minor Road 7.00 3.40 SB R 87 911 4.4 0.3 A ES L 29 706 5.3 0.0 B 0.1 Intersection Delay - 1.2 sec/veh Paoe HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation ....................................................................... Streets: (E-W) HARMONY ROAD IN-S) TIMBERLINE ROAD Analyst: RR File Name: HT02A.HC9 Area Type: Other 7-9-98 AM Comment: BACKGROUND TRAFFIC - YEAR 2002 ..................Eastbound== ..W.estbound=�s =. NorthboundSouthbound L T R L T R L T R L T R ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ---- No. Lanes 1 2 1 1 2 1 2 2 < 0 2 2 1 Volumes 245 1025 185 120 820 255 275 445 185 290 325 290 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 RTOR Vols 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 --------------------------- ----------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 ES , Left • NB Left Thru • Thru -• Right • Right + Peds • Peds WB Left • + SB Left Thru • Thru Right • Right + Peds + Peds + NS Right EB Right SB Right • WB Right Green 9.OA 35.OP Green 9.OA 17.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 90 secs Phase -combination order: N1 #2 N5 N6 ------------------------ ---------------- --------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS _____ ____ _______ _____ _____ _____ ___ _____ --- EB L 338 1770 0.763 0.589 19.5 C -15.3 C T 1532 3725 0.740 0.411 15.9 C R 897 1583 0.217 0.567 6.2 B WB L 338 1770 0.373 0.589 8.5 B 11.8 B T 1532 3725 0.592 0.411 13.8 B R 897 1583 0.299 0.567 6.6 B NB L 511 3539 0.583 0.144 24.5 C 31.9 D TR 752 3561 0.926 0.211 35.0 D SB L 511 3539 0.614 0.144 24.9 . C 20.2 C T 786 3725 0.456 0.211 20.3 C R 581 1583 0.525 0.367 15.2 C Intersection Delay . 18.7 sec/veh Intersection LOS C Lost Time/Cycle, L - 8.0 sec Critical v/c(x) = 0.804 ---------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 01-09-1998 Center For Microcomputers In Transportation , ....................... ................. .'___............ _...... _...... Streets: (E-W) HARMONY ROAD File)NTIMBERLINE ROAD Analyst: RR Area Type: other 7-9-98 PM Comment: BACKGROUND TRAFFIC - YEAR 2002 .......................... ............................................ EastboundWestbound Northbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 2 1 1 2 1 2 2 < 0 2 2 1 Volumes 285 1075 235 175 1430 345 440 470 85 285 580 285 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 O 12.0 12.0 12.0 RTORVols 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 _________________ Signal O erations Phase Combination 1 2 3 4 5 6 7 8 EB Left • • NB Left • Thru Thru• Right " Rigs[ • Peds Peds • WB Left • ' SB Left " Thru Thru• Right Right Peds • Peds NB Right EB Right SB Right * WB Right Green 9.OA 36.OP Green 10.OA 15.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 90 secs Phase combination order: #1 H2 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS _____ ____ _______ _____ _____ _____ ___ _____ --- EB L 339 1770 0.885 0.600 32.7 D 17.3 C T 1573 3725 0.756 0.422 15.8 C R 932 IS83 0.265 0.589 5.9 B WB L 339 1770 0.543 0.600 10.5 B 28.2 D T 1573 3725 1.004 0.422 35.2 D R 932 1583 0.389 0.589 6.5 B NB L 551 3539 0.866 0.156 33.5 D 33.2 D TR 608 3640 0.891 0.189 32.9 D SB L 551 3539 0.561 0.156 23.7 C 27.6 D T 704 3725 0.912 0.189 34.8 D R 545 1583 0.550 0.344 16.3 C Intersection Delay - 25.9 sec/veh Intersection LOS - D Lost Time/Cycle, L . 8.0 sec Critical v/c(x) - 0.961 ----------------------------------------- APPENDIX E 7 ;l of service for signalized intersections - 'efined in terms of inlay, which is a measure of driver discornk - and frustration, fuel consumption, and lost travel time. Specifically, level -of - service (LOS) criteria are stated in terms of the average stopped delay per vehicle for a 15-min 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 I% 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. Short cycle lengths may also contribute to low delay. LOS B describes operations with delay greater than 5 and up to 15 sec per vehicle. This level generally occurs with good progres- sion, short cycle lengths, or bush. 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 this level, though many still pass through the intersection without stopping. LOS D describes operations with delay greater than 25 and tip to 40 sec per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and [fie proportion of vehicles not stopping declines. Individual cycle failures are noticeable. LOS E describes operations with delay greater than 40 and up to 60 sec per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high P/c ratios. Individual cycle failures are frequent occurrences. LOS F describes operations with delay in excess of 60 sec per vehicle. 'I his level, considered to be unacceptable to most drivers, often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the intersection. It may also occur at high %* 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. TABLE 9'1. LEVEL -OF -SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC) A <_5.0 B >5.0and 515.0 C >15.0 and <_ 25.0 D >25.0 and 5 40.0 E >40.0 and 5 60.0 F >60.0 APPENDIX D HCS: Unsignalized intersections 'ReleasPc........ HME98P.HC0 a.a.a Paa.a. :'enterCFor Microcomputers In Transportation University of Florida. 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ............................................... COMM..fQ.................. UN .............. Streetav'INcSIcHARMONYVRD COMMUNITY (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 660 (min) Analyst .................. Date of Analysis.......... 7/14/98 Other Information.......•• AF,EXISTING CONDITIONS - YEAR 1998 - PM PE HOUR Two-way stop -controlled Intersectio=a............ . ............. ..a.......... ...... - .-.... westbound Northbound southbound Eastbound R 6 L T R L T R L T _R...L...T.. ____ _.._ No. Lanes 1 2 0 0 2 < 0 0 0 0 1 0 1 Stop/Yield 26 97 Volumes ,26 . 47 PHF 0 95 Grade MC's (t) SU/RV's (ICV's (t) 1.10 1.10 PC __..___________ 61.10 ___________________ _____________________________ Adjustment Factors Critical Follow-up Vehicle Gap (t4) Time (tf) Maneuver -----'-----____ Left Turn Major ------'-'------------'�-----'-'--'----------- Road 5.505.50 2.10 10 2.60 Right Turn Minor Road Rog 6 50 3.30 Through Traffic Minor Road 7 00 3.40 Left Turn Minor Road Release 2.1e HME98P.HC0 Page 2 HCS. e...a.alized.I................................... ... ........... WorY.sheet for TWSC Intersection ___NB_-- SB __----'--'--'-'----"'------- 1: RT from MinorStree -- ---- _-- Step _ 503 Conflicting Flows: (vph) (peph) 770 770 Potential Capacity: 1pephl 0.93 Movement Capacity: Prob. of Queue -Free State: ____ _ -- WB 2: LT from Major Street ._._-_---- EB Step _ ______________________ 1006 Conflicting Flows: lvph) (Pcph) 494 . 494 Potential capacity: (pcph) r 0.79 Movement Capacity: Prob. of Queue -Free State: - .... -__NB__-------- SB ....- 4: LT from Minor Street __________ Step 724 Conflicting Flows: (vph) (Pcph) 84 Potential Capacity: p Major LT, Minor TH - 79 0.79 Impedance Factor: Adjusted Impedance djustmentFactor: Capacity Factor 0.79 due to impeding Movements 66 ______________________ Movement Capacity: 1pephl _______ __________ Intersection Performance Summary Avg. 95% A roach _ pDela Flow Move Shared Total Queue Delay Length 1'OS ' Rate Cap Cap (pcph) 1pcph)(aec/veh( (veh) P (eet/veh) --------- Movement 1pephl _-_ ----- ----'--- ----- ------ 98.1 8.1 2.2 3066 38.2 Ss L 5.0 0.1 B SB R 54 770 1 2 EB L 103 494 9.2 0.9 B Intersection Delay = 2.1 sec/veh 89 608 925 30 N N .95 .95 .95 .95 0 0 HCS: Unsignalized Intersections Release 2.1e HME98A.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ........ Streets•c(NLS)'HARMONYLRD COMMUNITY . (E-W) HARMONY ROAD ....__ Major Street Direction.... EW Length of Time Analyzed... 60 Imin) Analyst ................... RR Date of Analysis.......... 7/14/98 Other Information......... EXISTING CONDITIONS - YEAR 1998 - AM PE AK HOUR Two-way Stop -controlled Intersection ....................................................................... LEastboundR I LWestboundR I LNorthboundR I LSouthboundd No. Lanes 1 1 2 0 1 0 2 < 0 1 0 0 0 1 1 0 1 Stop/Yield Volumes PHF Grade MCI (t) SU/RV's M CV's (t) PCE's N 26 735 .95 .95 0 1.10 - - ------------ N 538 11 .95 .95 0 --------------- Adjustment Factors 26 74 .95 .95 0 1.10 1.10 ------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 mCS, Unsignalized Intersections Release.2.le HME98A.HC0 Page 2 ....................................................................... Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 289 Potential Capacity: (pcph) 988 Movement Capacity: tpcph) 988 Prob. of Queue -Free State: 0.91 ------ ------------------------------------------------- Step 2: LT from Major Street WE EB -------------------------------------------------------- Conflicting Flows: (vph) 578 Potential Capacity: (pcph) 839 Movement Capacity: (pcph) 839 Prob. of Queue -Free State: 0.96 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 1373 Potential Capacity: (pcph) 140 Major LT, Minor TH Impedance Factor: 0.96 Adjusted Impedance Factor: 0.96 Capacity Adjustment Factor due to Impeding Movements 0.96 Movement Capacity: (pcph) -------------------------------------------------------- 135 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) --------- -------- ------ ------ ------------- SB L 30 135 34.2 ------- 0.9 ----- E 11.9 SS R 86 988 4.0 0.2 A EB L 30 839 4.4 0.6 A 0.2 Intersection Delay 0.9 sec/veh HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation ..... =......................... .... ===..................... Streets: (E-W) HARMONY ROAD IN-S) TIMBERLINE ROAD Analyst: RR File Name: HT98A.HC9 Area Type: Other 7-9-98 AM Comment: EXISTING CONDITIONS - YEAR 1998 .BB.MTITT== TT E 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 2 < 0 1 2 1 Volumes 204 877 77 54 688 22.8 100 308 140 234 177 264 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 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 ----------------------------------------------------------------- Si nal operations Phase Combination 1 2 3 4 5 6 7 8 ES Left • • NB Left Thru • Thru Right • Right Peds • Peds WB Left • • SB Left Thru + Thru Right * Right Peds • Peds NS Right EB Right SB Right WB Right Green 10.OA 34.OP Green 10.OA 16.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 90 secs Phase combination order: #1 02 #5 #6 _____________________________________________________________--_-_ Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: roach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS - - -- ---- ------- ----- ----- ----- --- ----- --- EB L 330 1770 0.652 0.567 11.4 B 13.7 B T 1490 3725 0.650 C.400 14.9 B R 897 1583 0.090 0.567 5.8 B WB L 319 1770 0.179 0.567 7.3 B 11.5 B T 1490 3725 0.510 0.400 13.4 B R 897 1583 0.267 0.567 6.5 B NB L 443 1770 0.237 0.367 12.5 B 21.8 C TR 710 3551 0.697 0.200 23.7 C SB L 319 1770 0.771 0.367 21.7 C 18.4 C T 745 3725 0.262 0.200 19.7 C R 581 1583 0.479 0.367 14.6 B Intersection Delay . 15.3 sec/veh Intersection LOS .-C Lost Time/Cycle, L = 12.0 sec Critical v/c,(x) . 0.755 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation .......... Streets: (E-W) HARMONY ROAD IN-S) ................... TB...E=M==..TIMBER.....__ TIMBERLINE ROAD Analyst: RR File Name: HT98P.HC9 Area Type: Other 3-17-98 PM Comment: EXISTING CONDITIONS - YEAR 1998 _ T _ pQ...... T.. R ERE..R==.R-Eastbound ...... i�Westbound B TT NorthboundTT Southbound L. T R L T R L T R L T R --_ --_ -- --- -- No. Lanes 1 2 1 1 21 1 2< 0 1 2 1 Volumes 259 801 97 107 1166 315 109 204 42 259 289 207 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.00 12.0 12.0 0 12.0 12.0 12.0 RTOR Vols 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 7 phase Combination 1 2 3 4 5 6 " + EB Left NB Left • Thru ` Thru + Right Right • PedsPeds " WB Left • • SB Left + Thru Thru Right Right + Peds Peds EB Right NB Right • WB Right sB Right Green 12.OA 32.OP Green 12.OA 14.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 90 secs Phase combination order:-01 #2 #5 #6 - - --_- -- Intersection Performance Summary Approach: Lane Group: Adj Sat v/c g/C e Mvmta Cap Flow Ratio Ratio Delay LOS Delay LOS __ EB L 358 1770 0.763 0.567 20.5 C 15.7 C T 1407 3725 0.629 0.378 . 15.4 C R 897 1583 0.114 0.567 5.8 B WB L 358 1770 0.316 0.567 7.7 - B 19.8 C T 1407 3725 0.915 0.378 24.1 C R 897 1583 0.370 0.567 7.0 B NB L 391 1770 0.294 - 0.367 12.8 B 18.9 TR 646 3631 0.421 0.178 21.5 C SB L 413 1770 0.661 0.367 16.7 C 18.0 C T 662 3725 0.482 0.178 21.9 C R 580 1583 0.376 0.367 13.7 B Intersection Delay = 18.1 sec/veh Intersection LOS = C Lost Time/Cycle. L T 12.0 sec Critical v/c(x) . 0.854 ------ _ TURNING MOVEMENT COUNTS Intersection: oFJ`i '�� �►� µV u l� ��FtS Date: Day of Week: Weather: e7J rJNY NUMBER OF VEHICLES MATTHEW J. DELICH , P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 TABULAR SUMMARY OF Vc�. 11CL� COUNTS Ooaerrar TV 15 th 7 Day ��t $Ar cuy foRT CGL LSn�l A = Rlpht turn S = bvwgm INT=RSE."'TiON OF 'T>✓�1i°fRL Sr✓6 AND Ald M envy -- L = Lett tam TIME BEGINS TSN'I B E/1 L Sn� �c.r t.?ELG S^� TOTAL trorn SOUTH North^ R S I L I Total South /vi4+t' /►t0/yl� EAST I ///i/�/1lONjt troth WFST TOTAL E7at TOTAL ALL from PtORTH I R I S I L I Tool II RR i S I L TOW A 5 L I local II r /.200 /a1S ra3o vsIly II lano/ooIV9$ 116g13A 113o1 I 1 Jq Y-1 l 3 5oII/y 3911dg 5oI ws 9 1 11 8 1 II1 15 17 113y 1/6 1 8 1 l y 1 1106115 35 11516 ao Ill IQIldl3`I .0 117 /1196 1 1 TI 6 IA I/6 / Ily61d/ I/ 6;k 113`I I 75 II 3 N I a IAgs I it Ia7S o119lalrs Iv71valSId 1 1 1 1 1/77 188 133109 II/81a/ 11l91 1/ 1/tt1531X38 I/ I 17S1 �I Isola? 9 IS6 I 60124 tl�s7 I 6 kV fll II s3aN69� say 116gd s oII N 1ol137 36 3 I it I I I I I I I I II I I I II I I I I I I I N II i I I I I I I 1 I i I I I I II II I I I I 1I I 1 I I I II I I i I I I I i I IIII� III1 IIIIIl III I1 II1 `q5 boo Srs 16 /17v s�o1i SS C/ y 64' 6 55g1IiI1 163 0 103 is 1/0 1 9 l0 7ai 5 X103 13 75 7 d! 6 300 1� 7 bdFl// 3 3 i11 3 901II1 3 S d d8dI1 A00 7 56I1 013/ C6 Ad0 07 59 70 16 /00 3Ko S,o 5 7855 �yvq r-o591II1I 375 l6 �7lS/ 1Jk16801II 611o711588 97 801 � 1157 City of Fort Collins Traffic Operations ;ite Code : 00000097 PAGE: 1 '6-S Street: TIMBERLINE FILE: 97-5-98 E-t9 Street: HARMONY leather : SUNNY Movements by: Primary DATE: 5/29/98 --------------------------------------------------------------------------------------------------------------------------------- PEAK PERIOD ANALYSIS FOR THE PERIOD: 04:30 PM - 05:30 PM DIRECTION START PEAK HR ........... VOLUMES ........... ...... PERCENTS ....... FROM PEAK HOUR FACTOR PEDS Right Thru Left Total PEDS Right Thru Left ----------------------------------------------------------------------------------------------- North 4:30 PM 0.91 2 283, 216 251 816 - 35 34 31 East 4:30 PM 0.87 1 259 1243 124 1636 - 16 76 8 South 4:30 PM 0.88 0 59 228 126 413 - 14 55 31 West 4:30 PM 0.95 0 135 895 249 1279 - 11 70 19 Entire Intersection 1lcrth 4:30 PM 0.91 2 283 276 257 816 - 35 34 31 East 0.81 1 269 1243 124 1636 - 16 76 8 South 0.88 0 59 218 126 413 - 14 55 31 Rest 0.95 0 135 895 249 1279 - H 70 19 TIMBERLINE ;...; N ---------- ' ' VJ—+—E S �............. 746 ' [PEDS ] 2 ; 283 ; 276 ; 257 :............: 1 [PEDS ] .................. — — — 816 ---- -- 269 .......... 1652 ------------------ HARMONY 1636 1243 ------------------ ' ------------------ 249 -- �— 124 ------------------ ' ----------- ------ 895 1279 HARMONY ... ------------------ . . . . . . . . . . . . . . . . . . 1211 135 -- --- 413 ---- .................. ------------------* *------------------ [PEDS ) 0 :............: 126 228 59 ; 0 [PEDS ] ' 535 ...; TIMBERLINE ' '---------- ' City of Fort Collins Traffic Operations I to Code : 0000009.7 PAGE: 1 S Street: TIMBERLINE FILE: 97-5-98 E-W Street: HARMONY °^ather SUNNY Movements by: Primary DATE: 5129/98 -------------------------------------------------------------------------------------------------------------------------------- PEAK PERIOD ANALYSIS FOR THE PERIOD: 7:30 AM - 08:30 AM DIRECTION START PEAK HR ........... VOLUMES ... ..... ...... PERCENTS ....... FROM PEAK HOUR FACTOR PEDS Right Thru left Total PEDS Right Thru Left ----------------------------------------------------------------------------------------------- North 7:30 AM 0.91 8 228 191 264 683 - 33 . 28 39 East 7:30 AM 0.86 0 277 653 51 981 - 28 67 5 South 7:30 AM 0.74 1 150 312 117 579 - 26 54 20 West 7:30 AM 0.90 0 88 992 241 1321 - 7 15 18 Entire Intersection North 7:30 AM 0.91 8 228 191 264 683 - 33 28 39 East 0.86 0 277 653 51 981 - 28 67 5 South 0.74 1 150 312 117 579 - 26. 54 20 West 0.90 0 88 992 241 1321 - 7 75 18 TIMBERLINE ;...; N '---------- W—+—E ,... S 830 ' [PEDS ] 8 228 191 264 :............: 0 [PEDS ] ------------------* *------------------ .................. --- 683 -- -- 277 .......... 998 ; ' ------------------ . . . . . . . . . . . . . . . . . . , ... HARMONY 981 653 ------------------ ------------------ 241 -- — 51 ------------------ ' ------------------ 992 1321 HARMONY ... ------------------ , 1 406 88 -- --- 579 — — — — . . . . . . . . . . . . . . . . . . .................. ------------------* *------------------ [PEDS ] 0 :............: 117 ; 312 150 1 [PEDS ] 330 .......... ............. ...; TIMBERLINE ---------- ' APPENDIX B C) iL' . Attachment "B" PEDESTRIAN ANALYSIS WORKSHEET Pedestrian Destinations (within % mile of project site) Origin (Project Site) Rec. Res. Inst. Ofc/Bus. Com. Ind. Other (Specify) Recreation Residential Institution (school, church, eMo) ..t•n'? D ✓ P Office/ Business Commercial Industrial Other (Specify) Based upon the project's land use classification, the pedestrian Level of Service analysis for directness, continuity, street crossings, visual interest/amenity, and security should consider the applicable destinations which are located within one quarter mile of the project site. DATE TRAFFIC -ENGINEER: = x% a Attachment "A" TRANSPORTATION IMPACT STUDY BASE ASSUMPTIONS Project Information Project Name �Jr� Project Location i44--. r)C,,_� TIS Assumptions. Study Area Boundaries Noah: South: 1�?,.� «Cam;_ 1� East L:) k> c•J West •,_. - Study Years `i ` 2C•r: d Zc� ,A .Z.U; Future Traffic Growth Rate zG Study Intersections 1.AII Access Drives 3. 4. 7. 8. Time Period For Stud /--AM —PM Sat Noon Trip Generation Rates Trip Adjustment Factors Passby. Captive Market Overall Trip _Distribution North South East West Mode Split Assumptions L> ,p Committed Roadway Improvements . Other Traffic Studies Areas Requiring Special Study 1 —;Ze --,C DATE: TRAFFIC E 4GINEER: APPENDIX A anticipated that if the pedestrian demand was such that sidewalks were necessary, a capital improvement project would be implemented which would address this need. Bicycle facilities are present within the study area. The project site will be directly connected to these facilities. These bicycle facilities would be enhanced through a bike lane striping plan on Harmony Road. Currently, transit service to the study area, is provided by the Southside Shuttle, which is operating on a limited schedule. Based upon the City of Fort Collins 2015 Transit System map, it is anticipated that the transit level of service will be improved to acceptable levels of operation in the future. 27 VII. CONCLUSIONS This study assessed the potential impacts of the proposed Poudre Valley Hospital project, a mixed -use medical services related project located at the southeast corner of Harmony Road and Timberline Road in Fort Collins, Colorado. As a result of the analysis, the following conclusions were drawn: The potential impacts of the proposed project were evaluated at the following intersections: Harmony/Timberline, Harmony/Harmony Road Community Access Drive, Timberline/Main Entrance, and the limited right - turn only access drive to Harmony Road. - The traffic impact analyses were performed for existing conditions and future Years 2002 and 2015. Future background traffic conditions without the project and total traffic conditions with completion of the proposed project were evaluated. - Under existing conditions, each of the study intersections are currently operating at an acceptable level of service, with the exception of the southbound left -turns exiting the Harmony Road Community access drive. - For Year 2002 background and total traffic conditions, the study intersections are projected to operate at acceptable levels of service with the continued exception of the southbound left -turns from the Harmony Road Community access drive. - For Year 2002 future total traffic conditions, the intersection of Harmony Road and Timberline Road will require: dual left -turn lanes in both the northbound and southbound directions, and a northbound right -turn lane. - Under Year 2015 conditions, it was assumed that the intersection of Harmony Road and Timberline Road would have dual left -turn lanes and exclusive right -turn lanes on each approach. Harmony Road was assumed to be a six -lane facility and Timberline Road a four -lane facility. Under Year 2015 background and total traffic conditions, the study intersections are projected to operate at acceptable levels with the following exceptions under background conditions: the north/southbound left -turn traffic movements at the Harmony Road Community access. The future phases of the proposed Poudre Valley Hospital project will require signalization of this intersection, which would result in acceptable operation. - Pedestrian access to and from the proposed Poudre Valley Hospital project would be acceptable with a couple of exceptions to adjacent residential areas. The residential area directly south of the site was designed with attached sidewalks and, therefore, the continuity level of service is C rather than the desired LOS B. Additionally, there is a lack of sidewalks adjacent to the west side of Timberline, north of Harmony Road. This area serves a few residential uses. It was assumed that with the nearby development, this area would redevelop in the future and meet the City's standards. If this redevelopment does not occur, it would be 26 Bicycle Level of Service There are some bicycle facilities within the study area. In the future, Harmony Road will have bicycle facilities within the study area. The Bicycle LOS Worksheet is provided in Appendix I. The bicycle level of service to/from the proposed project to adjacent areas will be acceptable. Transit Level of Service As mentioned earlier, there are limited transit services within the study area. Based upon information presented on the City of Fort Collins 2015 Transit System map, the area will be serviced by transit routes in the future. The map indicates an Enhanced Travel Corridor (Transit) along Harmony Road and high frequency transit on Timberline Road, north of Harmony Road. It is anticipated that these transit routes would meet the City's desired level of service in the future. 25 Table 5 Year 2015 Peak Hour Background Traffic Operation Level of Service Intersection BM PNI Harmony/Timberline (signal) C C Harmony/Harmony Road Community access drive (stop sign) NB L/T F F NB R A A SB L/T E F SB R A A EB L A B WB L B B Overall A B Timberline/Main Entrance (signal) B B Table 6 Year 2015 Peak Hour Total Traffic Operation Level of Service Intersection w PM Harmony/Timberline (signal) C D Harmony/Harmony Road Community access drive (signal) B C Timberline/Main Entrance (signal) C C Harmony/Right-In/Out Access Drive (stop sign) NB R A A Overall A A 24 The results of the level of service analysis are provided in Tables 5 and 6 for background and total Year 2015 conditions, respectively.. The level of service worksheets are provided in Appendix G and H for background and total conditions respectively. Under both background and total traffic conditions, each of the study intersections is projected to operate acceptably with the following exception: under the projected background conditions, the northbound and southbound left -turn traffic movements at the existing access drive to the .Harmony Road Community would continue to experience long delays. This intersection would be signalized in conjunction with development of the Poudre Valley Hospital project. Appendix H contains a sketch of the required long range approach geometry. As mentioned above, the intersection of Harmony Road at the Harmony Road Community access drive will be signalized as part of the development of the Poudre Valley Hospital site. The construction of this access will be part of future development of the project site. It is recommended that this access should be allowed under signalized conditions only due to the high projected traffic volumes on Harmony Road. As each future phase of the Poudre Valley Hospital project is proposed, the Harmony Road full access should be analyzed to determine when access is needed and signals are warranted. Pedestrian Level of Service The pedestrian activity associated with the proposed project would be related to (but not limited to) the following: individuals who work at the various uses within the project, some patrons visiting the project, residents and visitors to the residential areas. The Pedestrian LOS Worksheet is provided in Appendix I. The project site is located within three pedestrian areas: activity corridor/center due to its proximity to the proposed Harmony Village, transit corridor due to the existing transit service on Harmony Road, and school walking area due to its proximity to the future elementary school and Preston Junior High School. The minimum level of service for "activity center/corridors," which has the highest level of service goals, is B for all measured categories. As indicated on the pedestrian LOS worksheet, the minimum acceptable level of service will be achieved for nearly all of the categories. The exception is continuity to the adjacent neighborhoods. The sidewalks within the adjacent residential area south of the site do not have a landscaped parkway. There are currently no sidewalks on the west side of Timberline Road north of Harmony Road. There is a very small residential area located directly west of Timberline Road within this area. It is expected that, with development of most of the areas surrounding this residential area, this area will also redevelop and would be designed with appropriate pedestrian facilities. There are no pedestrian facilities on Harmony Road north of the project site with the exception of adjacent to the Harmony School Shops site. 23 Table 3 Year 2002 Peak Hour Background Traffic Operation Level of Service Intersection BM EM Harmony/Timberline (signal) C D Harmony/Harmony Road Community access drive (stop sign) SB L F F SB R A B EB L B C Overall A B Timberline/Main Entrance (signal) B B Table 4 Year 2002 Peak Hour Total Traffic Operation Level of Service Tntersection LM FU, Harmony/Timberline (signal) C D Harmony/Harmony Road Community access drive (stop sign) SB L F -F SB R A B EB L B C Overall A B Timberline/Main Entrance (signal) B C Harmony/Right-In/Out Access Drive (stop sign) NB R A A Overall A A 22 VI. TRANSPORTATION IMPACT ANALYSIS The previous chapters described the development of future traffic forecasts both with and without the proposed project. Intersection capacity analyses are conducted in this chapter for both scenarios to assess the potential impact of the proposed project -generated traffic on the local street system. The future pedestrian, bicycle, and transit levels of operation are also evaluated. Traffic Analysis - Year 2002 The peak hour background and total traffic volumes for Year 2002, illustrated on Figures 4 and 8, respectively, were analyzed to determine the intersection delay and corresponding level of service. Tables 3 and 4 summarize the results for the respective Year 2002 background and total traffic conditions. The level of service worksheets for Year 2002 background and total traffic conditions are provided in Appendix E and F, respectively. As indicated in Tables 3 and 4, the traffic movements at each of the study intersections are expected to operate at an acceptable level of service under future traffic conditions for Year 2002, with the following exception: the southbound left -turn from the Harmony Road Community access drive will continue to experience long delays. As mentioned earlier, this is typical of left -turns from driveways onto high volume roadways. The only feasible option to improve the traffic operations of this movement would be signalization. Based upon traffic volumes, this intersection would not justify signalization under background or total Year 2002 conditions. In order to maintain acceptable levels of service at the intersection of Harmony/Timberline, the geometrics would require improvements to include dual northbound left -turn lanes. Typically, the City of Fort Collins improves both directions of an intersection with dual left -turn lanes. It is anticipated that southbound dual left -turn lanes will also be required in the long range future. The traffic analysis for Year 2002 was performed with both northbound and southbound dual left -turn lanes. However, at a minimum, only the northbound left -turn lane would be necessary to achieve acceptable levels of service. The intersection of Harmony at Timberline would also require a northbound right -turn lane. Appendix A contains a sketch of the required short range approach geometry. The traffic projections at the intersection of Timberline Road at the main entrance indicate that signalization would be required. Traffic Analysis - Year 2015 The future peak hour traffic projections for Year 2015 were analyzed to determine the intersection operation under both background and total traffic conditions. Under long range future conditions, the following roadway improvements were assumed: Harmony Road would be widened to accommodate six travel lanes, and the intersection of Harmony/Timberline would have dual -left turn lanes on each approach in addition to exclusive right -turn lanes. 21 s r m 46, N o o CD ono zz o rn o I^r", "Q"l 325 330 -1 1625%1430 305/420 --�. O M MCD C4 O r7 o N l� O 205/560 15/40 — cp 65/115 385/630 � 1225/2045 190/250 HARMONY --181 ) f r 2181/1825 - �- 295/145 - CD in n LO o o o Lo U') Lp � r7 N r'7 Ln N Harmony Road Community rn o ri —10/30 ^ z "' 1520/2390 ROAD + 90/65 25/90 - I I 1855/1690 rn i o 220/150 o Z cl N N 90/370 Site — 25/45 30/110 I r In o 0 N r0 r7 ��o o rn m r- v to YEAR 2015 PEAK HOUR TOTAL TRAFFIC AM/PM Rounded to the Nearest 5 Vehicles. Figure 9 20 0 A N LOoLO moo' CD \--- 255/345 — 820/1430 .r—165/195 HARMONY--1240/1976 ROAD 245/285 1505 125 1105/1110 1 60 CIS 245/265 —� a, LO c LOLn �� .040 CM CD C14 ccoN� \--65/305 Site L' /45 10 10/40 � O 205/560—/ ) f I E 15/40 0 1 cc 65/115 o a n _ f o r 0 YEAR 2002 PEAK HOUR TOTAL TRAFFIC Harmony Road Community LOLO rn N \— 10/30 — 1165/1925 25/90 1490/1415 — AM/PM Rounded to the Nearest 5 Vehicles. Figure 8 19 V. FUTURE TOTAL TRAFFIC PROJECTIONS The future total traffic projections reflect future traffic conditions with the traffic from the proposed Poudre Valley Hospital project. The future total traffic projections were developed for Years 2002 .and 2015. Total Traffic Year 2002 The total traffic for Year 2002 was developed by adding traffic from the proposed initial phase of the project to the background traffic for Year 2002. The resulting peak hour total traffic projections for Year 2002 are shown on Figure 8. Total Traffic Year 2015 The total traffic projections for Year 2015 were developed by adding traffic from the full build -out of the proposed project to the background traffic projections for Year 2015. The total peak hour traffic projections for Year 2015 are provided on Figure 9. 18 T m C O E V Tcc i �CO 63/181 ^ - 95/272 51/24 284/132 - 102/47 --� N CCC N LL711 0 LO 92/368 r- 32/109 �I �m � L N O co HARMONY --21 200 86 �- f 295 146 7 I O N 77 ROAD i Site 1 SITE GENERATED PEAK HOUR TRAFFIC - TOTAL BUILDOUT 17 AM/PM N Harmony Road Community - 51 /24 /-- 78/36 23/109:- 198/82 --� 0 n LO 00 N 1f/ Figure 7 At- N N N N N v v HARMONY -- 47) 78/37 -- 125/59 r — 62/29 \ N I N fD N � Co� M N ROAD t 1 63/304 Site 8/41 / a n AM/PM SITE GENERATED PEAK HOUR TRAFFIC INITIAL PHASE 16 Harmony Road Community i ' 47/22 13/61- I Figure 6 Table 2 Trip Generation Daily A.M. Peak P.M. Peak Land Use Trips Trips Trips Trips Trips in out in out INITIAL PHASE Medical Office - 129 KSF 4661 251 62 127 345 Hospital - 85.8 KSF 1440 61 22 19 60 Subtotal 6101 312 84 146 405 FUTURE PHASE Medical Office - 110 KSF 3974 214 53 109 294 Hospital - 110 KSF 1846 78 29 34 77 Health Club - 70 KSF 1200 51(1) 51 64(1) 64 - +20 KSF (3) Rehab/Alt. Medicine - 50 KSF 1807 97 25 49 134 Day Care - 10 KSF 793 67 60 62 70 Assisted Living - 180 Units 387 7 4 17 14 Elderly Detached - 91 Units 210(2) 7 12 13 8 Suites Hotel - 75 Rooms 468 24 12 17 24 Subtotal 10,685 545 246 365 685 TOTAL 16,786 857 330 511 1090 (1) Assumed directional split (2) Assumes PM ='10% of Daily (3) Another 20 KSF used only rehabilitation/alternative medicine 15 Table 2 shows the estimated trip generation of the proposed Poudre Valley Hospital project. As indicated in the table, after completion of the first phase, the project is estimated to generate approximately 6,100 average daily trips, 396 morning peak hour trips, and 551 afternoon peak hour trips. At full build -out of the project, it is estimated that the trip generation would result in 16,790 daily trips, 1,187 morning peak hour, and 1,601 afternoon peak hour trips. It should be noted that traffic for each of the proposed uses within the project was generated on an individual basis and no overlap in uses was assumed. It is anticipated that there would be some amount of overlap trips within the project site between the proposed medical related uses. As the project is built, it is recommended that the traffic be monitored and the future traffic estimates be updated to reflect the overlap in uses. Trip Distribution The directional distribution of the generated trips was determined for the proposed project. The distribution was determined based upon a gravity model process, analysis of the. existing traffic patterns in the area, and the type of uses proposed at the site. The general trip distribution utilized for the traffic assignment was: approximately 30 percent to the north, approximately 10 percent to the south, approximately 15 percent to the east, and approximately 45 percent to the west. Trip Assignment Trip assignment is how the generated and expected to be loaded on the street system. The resultant of the trip distribution process. Figure hour site generated traffic for the proposed project and full build -out, respectively. 14 distributed trips are assigned trips are the 6 and 7 show the peak for.the initial phase Harmony Road Community oLOo o g N \— 320/450 „off-10/30 r) "' —1130/1775 n z CN -F-1470/2365 140/12' HARMONY ROAD + j-10/30 325 330 25/90 13401300 — o c c 1830/1580 c Ln 205/375 20/70 --� Z o 0 I� N ,n N Q O / Lr,o C, m CD LO t Site O 205/560 } E 65/115-� �c ►. N CD � Tc i O O c YEAR .2015 PEAK HOUR BACKGROUND TRAFFIC AM/PM Rounded to the Nearest 5 Vehicles. Figure 5 12 W m cc Im O E cc Harmony Road Community 00coco ��cc',' �' ' �— 255/345 — 820/1430 120/17s HARMONY ROAD 1� N �— 10 30 --1120/1905 245/285 } 25/90 --4f 1025 1075 — o 1475/1355 —� 185/235 o m m r,v. cv v G O 0� LO�t `♦ �' / �- CD_ N t Site fI� } 205/560 —� 65/115 —� �n Ln N M O p f\ O n YEAR 2002 PEAK HOUR BACKGROUND TRAFFIC AM/PM Rounded to the Nearest 5 Vehicles. Figure 4 I1 III. FUTURE BACKGROUND TRAFFIC PROJECTIONS In order to properly evaluate the potential impact of the proposed Poudre Valley Hospital project on the local traffic conditions, future traffic volumes were first estimated for the study area without the project. These future forecasts reflect the growth that is expected from overall development in and around the City of Fort Collins and from proposed projects in the vicinity of the project site. Background Traffic Year 2002 The growth reflected in Year 2002 Background Traffic is based on two factors: area wide growth and development, and traffic generated by specific projects located near the study intersections. Based upon historical traffic growth and information from the North Front Range Regional Transportation Plan, October 1994, it was determined that traffic within the study area has increased by approximately 1.5 to 2 percent per year. The existing peak hour traffic data was factored upward by 8 to 10 percent to reflect the annual growth over a four year time period. Based upon data available from other traffic studies prepared within the study area, the following projects are planned within the short range future: - build -out of the Harmony School Shops development, located at the northeast corner of the Harmony/Timberline intersection.; - build -out of the Harmony Village project, located to the west of the project site. This project includes: a movie theater, restaurants, retail, gas/convenience, and residential uses; - completion of the residential areas located south of the project site. Traffic projections from the traffic impact studies for each of these projects were utilized. The resulting peak hour background traffic for Year 2002 is depicted on Figure 4. Background Traffic Year 2015 The long range future traffic projections for Year 2015 were developed by accounting for overall growth in the study area, and full development of all of the known proposed development projects near the project site. The existing traffic data was factored by 29 to 40 percent to reflect overall growth within this area of the City. It was assumed that each of the development projects mentioned above would be completed. The resulting peak hour background traffic for Year 2015 is presented on Figure 5. 10 Adjacent to Harmony Road, east of Timberline Road, there are no sidewalks on the south side. On the north side, there are sidewalks present adjacent to the Harmony School Shops project only. On the south side, there are sidewalks built adjacent to the Mountain Crest facility. Within the residential areas south of the proposed project, there are attached and detached sidewalks adjacent to each of the roadways. Adjacent to Timberwood Drive north side. On the south side, constructed. It is anticipated There are no sidewalks adjacent Junior High School frontage. there are detached sidewalks on the the future elementary school is being that sidewalks would be constructed. to Timberwood Drive along the Preston On the east side of Corbett Drive, there are currently no pedestrian facilities. The adjacent land is currently being developed and it is anticipated that sidewalks will be constructed. The west side of Corbett Drive has sidewalks. Bicycle Facilities There are bicycle lanes on Timberline Road within the study area. However, at the intersection of Harmony Road with Timberline Road, there are no striped bicycle lanes on Timberline. There is a bicycle lane on the north side of Harmony Road, east of Timberline Road. It should be noted that Harmony Road does have a wide paved shoulder which is currently utilized by bicycles. Transit Facilities Transfort currently provides limited service in the study area. The Southside Shuttle provides service on Harmony Road. The Southside Shuttle provides service to: Drake Crossing shopping area, Foothills Fashion Mall, the New Fort Collins High School, and Hewlett Packard. This service is limited to three times during the morning peak hours and three times during the evening peak hours. .There are bus stops on Harmony Road at: the southeast and northwest corners of Timberline Road, and at the entrance to the Harmony Road Community. 9 Table 1 Current Peak Hour Operation Level of Service am PM Harmony/Timberline (signal) C . C Harmony/Harmony Road Community access drive (stop sign) SB L E F SB R A B EB L' A B Overall A A e 9 Harmony Road Community om, �to ^ 228/315 N cMv — 688/1166 �-11 1- f- 54/1" HARMONY ROAD ) Ilt" 30 896/1541 204/259 -j � f r 26/89 877/801- rn N 1225/1013 -� 77/ 97 --)� r :l c AM/PM RECENT PEAK HOUR TRAFFIC Figure 3 7 1 roadway. The east/west roadway would connect to Timberline Road in alignment with the proposed access to the commercial development west of the project site. This roadway would also connect to the east of the site to Timberwood Drive. Timberwood Drive is an east/west two-lane roadway which is adjacent to residential uses, the future elementary school, and Preston Junior High School. Existing Motor Vehicle Traffic Recent peak hour traffic flow at the existing study intersections is shown on Figure 3. This figure depicts the intersections of Harmony/Timberline and Harmony/Harmony Road Community Access Drive. Traffic data was collected during the morning and afternoon peak hours. The peak hour counts were obtained in November 1997 and April 1998. Raw traffic count data is provided in Appendix B. Existing Motor Vehicle Operation The operation at the key intersections during the peak hours is provided in Table 1. Calculation forms are provided in Appendix C. Level of service definitions for signalized and unsignalized intersection from the 1994 Hiahway Capacity Manual, are provided in Appendix D. The City of Fort Collins has established Level of Service D as the minimum acceptable vehicular LOS with the exception of arterial intersections along commercial corridors and intersections within activity centers. The minimum acceptable LOS at arterial intersections within these areas is Level of Service E. As indicated in Table 1, each of the existing study intersections is currently operating at an acceptable level of service during the peak hours with the exception of the southbound left -turn from the Harmony Village Community. Currently, vehicles exiting the Harmony Road Community and turning left onto Harmony Road experience delays. This is typical of minor intersections on high volume arterials. Pedestrian Facilities Currently, there are some pedestrian facilities within the study area. Each of the existing facilities are as follows: - Adjacent to Timberline Road, there are currently pedestrian facilities to the south of Harmonv Road, with the exception of a section which has not been built on the west side of Timberline, south of the existing Harmony Crossing residential area to Battlecreek. It is anticipated that this section would be built in conjunction with the willow Springs North project. Adjacent to Timberline Road, there are pedestrian facilities to the north of Harmony Road on the east side. On the west side there are pedestrian facilities north of Caribou. Adjacent to Harmony Road, west of Timberline Road, there are currently no pedestrian facilities. II. EXISTING CONDITIONS The location of the proposed Poudre Valley Project is shown on Figures 1 and 2. It is important that a through understanding of the existing conditions be presented. Land Use Land uses in the area include residential areas, retail, a medical facility, and undeveloped land. Directly to the north of the site is commercial, undeveloped property, and residential uses. East of the site is a medical related use, residential, and an elementary school is currently being constructed. Residential uses exist to the south of the site and this area is currently being developed with additional residential single family homes. West of the site is the proposed Harmony Village project, a mixed -use commercial project which would include a movie theater complex, restaurants, retail, gas/convenience store, and residential uses. The topography in the area is essentially flat. The center of Fort Collins is located northwest of the site. Roads The primary streets which will serve the proposed project within the study area are: Harmony Road, Timberline Road, and internal public roadways which will provide connections to the east and south of the project site. Each of these roadways is described below. Harmony Road is a state highway which serves the southern areas of Fort Collins. This east/west major arterial currently accommodates four travel lanes and a wide grassy median. The speed limit is currently posted at 55 mph to the east of Timberline Road and 50 mph west of Timberline Road. The intersection of Harmony/Timberline is signalized. There is a full access intersection from Harmony Road to the Harmony Road Community residential area. The project site was designed, such that, a future roadway would align with this intersection. It is anticipated that by Year 2015, Harmony Road would be widened to accommodate six travel lanes. Timberline Road is a north/south arterial street bordering the western side of the site. The cross section of Timberline Road varies within the study area: north of Harmony Road near Horsetooth, Timberline is four lanes with a center left -turn lane; Timberline narrows to a three lane facility, two northbound lanes and one southbound lane, with a center left -turn lane south of Lowe; directly north of Harmony, Timberline widens to a four lane facility; and south of Harmony, Timberline is a four lane roadway with a center left -turn lane. It narrows to a two lane facility south of Battlecreek. The speed limit is posted at 40 mph. There are two public roadways which are being designed internal to the project site. The north/south roadway would provide a connection to Harmony Road in alignment with the Harmony Road Community access drive. This roadway would also connect to the Timber Creek residential area south of the project site in alignment with Snow Mesa, which is a local two lane 5 0 Harmony School Shops Site Access Study, October 1995 Willow Springs North Site Access Study, January 1597 North Front Range Regional Transportation Plan, October 1994 4 94 m m 9 N Q Q z J m NO SCALE HARMONY ROAD ----- - ----------------- flit jC _ ► ��-----------�� r, - _ -----------� _ _ _.,� j-,- SITE PLAN Figure 2 0 s i 4- N SITE LOCATION 1 = 2000' PVH Sou. cz Figure 1 2 I. INTRODUCTION This transportation impact study addresses the transportation system near the proposed Poudre Valley Hospital project at the intersection of Harmony Road and Timberline Road in Fort Collins, Colorado. The location of the project site is provided on Figure 1. The proposed Poudre Valley Hospital project is a mixture of the following uses: medical offices, an ambulatory care center/hospital, a healthy living center, a medical lodge (hotel), and both assisted and independent living facilities for elderly persons. A site plan of the proposed project is illustrated on Figure 2. The parameters of the transportation study were determined during a scoping meeting with City staff in April 1997. The transportation study scoping forms are provided in Appendix A. This transportation analysis will address potential vehicular impacts upon the roadway system, the pedestrian network surrounding the study area, the bicycle system, and the availability of transit facilities. Traffic projections will be prepared for the future Years 2002 and 2015. The following intersections were identified to be included in the transportation study: - Harmony Road and Timberline Road; - Harmony Road at the Harmony Road Community access; - Timberline Road and the Main Entrance to the project site; - Harmony Road and the Right-In/Out access. During the course of the analysis, numerous contacts were made with the project applicant, representatives of Poudre Valley Hospital, the architect (Albert Kahn Associates, Inc.) the planner/landscape architect (BHA Design, Inc.), and the 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; - Conduct capacity and operational level of service analyses for all pertinent modes of transportation. This report is prepared for the following purposes: - Evaluate the existing transportation conditions; - Estimate the trip generation by the proposed/assumed developments; - 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, research sources (ITE, TRB,.etc. ), and field reconnaissance. The following traffic studies were reviewed and considered in preparing this study: - Harmony Village Transportation Impact Study, April 1998 - South Timberline Properties Site Access Study, September 1993 i LIST OF FIGURES Figure 1. Site Location ........................................ Paae 2 2. Site Plan ............................................ 3 3. Recent Peak Hour Traffic ............................. 7 4. Year 2002 Peak Hour Background Traffic ............... 11 5. Year 2015 Peak Hour Background Traffic ............... 12 6. Site Generated Peak Hour Traffic - Initial Phase ..... 16 7. Site Generated Peak Hour Traffic - Total Build Out ... 17 8. Year 2002 Peak Hour Total Traffic .................... 19 9. Year 2015 Peak Hour Total Traffic .................... 20 APPENDIX A Transportation Study Scoping Forms B Raw Traffic Data C Existing Level of Service D Level of Service Definitions E Level of Service - Year 2002 Background Traffic F Level of Service - Year 2002 Total Traffic G Level of Service - Year 2015 Background Traffic H Level of Service - Year 2015 Total Traffic I Pedestrian/Bicycle Level of Service TABLE OF CONTENTS I. Introduction ......................................... Page 1 II. Existing Conditions .................................. 5 LandUse ............................................. 5 Roads................................................ 5 Existing Motor Vehicle Traffic ....................... 6 Existing Motor Vehicle Operation ..................... 6 Pedestrian Facilities ................................ 6 Bicycle Facilities ................................... 9 Transit Facilities ................................... 9 III Future Background Traffic Projections ................ 10 Background Traffic Year 2002 ......................... 10 Background Traffic year 2015 ......................... 10 IV. Project Traffic Projections .......................... 13 Project Description .................................. 13 Trip Generation ...................................... 13 Trip Distribution .................................... 14 Trip Assignment ...................................... 14 V. Future Total Traffic Projections ..................... 18 Total Traffic Year 2002 .............................. 18 Total Traffic Year 2015 .............................. 18 VI. Transportation Impact Analysis ....................... 21 Traffic Analysis Year 2002 ........................... 21 Traffic Analysis Year 2015 ........................... 21 Pedestrian Level of Service .......................... 23 Bicycle Level of Service ............................. 25 Transit Level of Service ............................. 25 VII. Conclusions ........................................... 26 LIST OF TABLES Table 1. Current Peak Hour Operation .......................... Page 8 2. Trip Generation ...................................... 15 3. Year 2002 Peak Hour Background Traffic Operation ..... 22 4. Year 2002 Peak Hour Total Traffic Operation .......... 22 5. Year 2015 Peak Hour Background Traffic Operation ..... 24 6. Year 2015 Peak Hour Total Traffic Operation .......... 24 POUDRE VALLEY HOSPITAL SOUTH CAMPUS TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO JULY 1998 Prepared for: Poudre Valley Hospital 1024. South Lemay Avenue Fort Collins, CO. 80524 Prepared by: MATTHEW J. DELICH, P.E./RUTH ROLLINS, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034