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Home My WebLink AboutFOSSIL CREEK OFFICE PARK WEST PUD PRELIMINARY - 52 91C - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYFOSSIL CREEK OFFICE PARK PUD SITE ACCESS STUDY FORT.COLLINS,. COLORADO JANUARY 1996 Prepared for: Lagunitas Fort Collins, Inc. 3307 South College Avenue, Suite 200 Fort Collins, CO 80525 ...Prepared by: MATTHEW J. DELICH, P.E. 3413 Banyan Avenue Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 AM / PM.. 9/42 NOM. 3/14 w Q FOSSIL CREEK Nom. PKWY. SHORT RANGE PHASE 1 SITE GENERATED PEAK HOUR TRAFFIC Figure 4 40- N 0 -CD la FOSSIL CREEK NOM. PKWY. 12/57 NOM. AM PM 4/20 SHORT RANGE PHASE 2 PLUS VACANT LOT SITE GENERATED PEAK HOUR TRAFFIC Figure 5 - ----------- N AM / PM to C'4 04 +j 20193 ) 2/10 c" 6/30 LONG RANGE FULL DEVELOPMENT SITE GENERATED. PEAK HOUR TRAFFIC FOSSIL CREEK PKWY. Figure 6 w . J No CD L �'� p U �- 135/85 C7' C' o ^� - NOM. FOSSIL /--30/25 CREEK PKWY. 30/75 AM / PM NOM. - 15/30 � Ln �� Rounded to the Nearest o� N 5 Vehicles. SHORT RANGE TOTAL PEAK HOUR TRAFFIC WITH PHASE 1 OF FOSSIL CREEK OFFICE PARK Figure 7 AM / PM Rounded to 5 Vehicles. the Nearest w N 0 ��U,) o U � R- 135/85 NOM. FOSSIL 30/25 CREEK PKWY. 45/130 NOM. -; o Ln o 20/50 --, 'c-", t �oM a- N SHORT RANGE TOTAL PEAK HOUR TRAFFIC WITH PHASE 1 & 2 OF FOSSIL CREEK OFFICE PARK Figure 8 w 14 0 o N oS�4 o \o N U 200/130 N �-10/5 FOSSIL 55/50 PREEK KWY. 40/125 -1 � } r 5/10 — o o Ln AM / PM 20/45 - o N o Rounded to the Nearest , LnoLo 5 Vehicles. o LONG RANGE PEAK HOUR TRAFFIC Figure 9 TABLE 3 Short Range Peak Hour Intersection Operation With Fossil Creek Business Park Phase I Only Level of Service Intersection AM PM College/Fossil Creek B B TABLE 4 Short Range Peak Hour Intersection Operation With Fossil Creek Business Park Phase I+II and Other Parcel Level of Service Intersection AM PM College/Fossil Creek B B TABLE 5 Long Range Peak Hour Intersection Operation ,Level of Service Intersection AM PM College/Fossil Creek C D 1) c levels of service. It should be noted, that as mentioned earlier, it was assumed that left -turn phases would be in place on College Avenue. Using the traffic volumes shown in Figure 8, the College/ Fossil Creek intersection operates in the short range future, with Phase I and II and other adjacent development, as indicated in Table 4. Calculation forms for these analyses are provided in Appendix E.. The results of the traffic analysis indicate that this intersection would operate at acceptable levels during both the morning and evening peak hours. Using the traffic volumes shown in Figure 9, the College/ Fossil Creek intersection operates in the long range future as indicated in Table 5. Calculation forms are provided in Appendix F. As indicated .in Table 5, it is expected that this intersection would continue to operate at acceptable levels of service during the peak hours. V. CONCLUSIONS This study assessed the traffic impacts of the development of the Fossil Creek Business Park PUD and other uses on the short range (1997) and long range (2015) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: - The completion of the Fossil Creek Business Park and neighboring land uses is feasible from a traffic engineering standpoint. The Fossil Creek Business Park Phase I will generate approximately 700 trip ends daily, and Phase II will generate approximately 880 daily trip ends. The adjacent other parcel will generate 90 trip ends daily. - Based upon current traffic volumes and existing.-g.eome.tr-y-/--- control, the College/Fossil Creek intersection generally operates acceptably, except for southbound left -turns from College to Fossil Creek. These movements operate at levels of service F during the afternoon peak hour. It was assumed that this signal would be modified to include left -turn phasing for College Avenue. - By 1997, given development of Phases I and II of the proposed Fossil Creek Business Park and the other adjacent parcel, the College/Fossil Creek intersection is expected to operate at acceptable levels of service. By 2015, with the projected traffic volumes, the intersection of College/Fossil Creek will operate acceptably. 5 APPENDIX A MATTHEW J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 805M TABULAR SUMMARY OF VEHICLE COUNTS Ot»erver Date ! O! 3 9 3Day l J�clri E0 2'f CO L L I E R x Right tum INTERSECTION OF O L- �- 1 CL L -- -AND �O SS (L�Je Fi E• < L LettUlmUlm TIME BEGINS e.0Li,GGE oc` EGL North South Fossm CeE�k (!'o3S[t. CZE&g- �� Eatt Wept TOTAL ALL from NORTH from SOUTH trom EAST ttom WEST A S L 7oa► A S L I 7otat R S L I Total I R S L Total 7 04 117.2.1IS q/ 9 1320 3 1 3 2. 5,13 351 o y 1 31 / 6 s 45 674S 1/ o sOo 1 /.i, ,z/o /5q 1 /z. rt 239 1 ! 75 1 4 1 6 37s as s 1 z I 38sB z 3 6a4 I 1 q o g 11901 3q1 0 o q o a F l o 1 3 0 o 13 6 1 b A 46 1 8 3 q I ogls I 1 1.3 3;-1 17 /9 `(I _Is 11 393 11441 0 1 9 33 1 0 1 0 1 .T I I I I 1 7 3o -q3o I No 1 675 g 783 3S //1 / 31 /16S I 13 0 l a 71 / bo o I R 43 I 3 L I i I i I I 1 I II i I I I I I I I II I I I I o 13r3 Azq l 33 aL l i o z7z.11 r IS 1 0 1-3 1 o 1 y 14zS I (036 K�S I 40 3Y F 11 1 a5-1111 aeo 11 &0 -�01 0 1 3 1 Q I s 1 0 11ol 1s I 3P I 447 6-00 11 q -Lad 1 370 z 40 319 1 13a 7 II .z 1 / 1 0 1 1 .20 11 Y 1 _o I r 1 31 '75 5'11y 1 Jp7j.371 348119 1 -33q 113 1 3qL it 0 1,,271 0 1 1 33 11 1 o S 1 /o q3 11 737 I 1 I II I I� I I I 1 I I I I 8/ 42 7 II 3 3/ r 471I s I /z O S N ,2 6Y Z. 91 o I.� g 14 O 1 37 II a'77 9 I _J 1:4 06; Sam Malmo, nlftw� N r."• 13milL ":=mmjclL,S. It", : iww me 11CS126kr fr- leas ar M am "W-S MR ot - qs a ......... un el J0,C! 4 Is 13C x SO 4 WC a I M • 3 m Il, Ul 3 s la i :�-f ca 4 1 ---•0 1 it It" 1 1. in hK CIA I t" u: I It 1.46 9 711 CA a ?I 13 0 0 a cmim AM .4 ....... .......... ............ 43 Iw ;o .............. a Ipm I —3110 f3l 131 Pmm CL./ Camm OIL 1p 29 a 19 905111 c31•f COMM M. ........... .......... 130 . . .............. I... EPED .................. • I ............ 25 t 2:m 7 :.. 173 ... ............ ............ ............ ozAvr - 04 VCCCC: XM AM nm 3w-1 9411":PIVMLIr,tK iNC,k, :INW IRS to: Ormw 3C 101M rAMM likills 12.11 RIM. a - VA m liw:x spa VINCI ......... ILM ........... . .... . ctam ....... INS ran AM R3 I It :1" kt- uui ri lio 31n UP. U.1 -A 1XI ;L9 : a04 0.0 1 1 J 3 12 1 n =4411 1.5 ) I I 1p Mi. oavor34& me 1 4.4 4 2 CA 1 91, VX. i $dId Cl I CA .4%F. ............ ............ ............. .. ..: M3 . pm.3 ilea -3 ............ (PEL. .................. .................. 2),— .......... FOWUL Ma CIIWAM W. to 0 a 41 MSIL tat./ CAPIIMa M. .................. .................. IPM I i ............ 3 .-S 32 910 (PM I M 9w.1: a= IR. W.L. Off: M2......... am ........... ...... rUl " SIR I" mt W 'm T i&. an lba to a ir I 1 ".4% LIS' I* 1, 1 Y. :s txw U) 3p Li 3 ft ka a ts I r Cit Saw in 1 1 X3 :2 to IV & 3 W I IA j a r 4 C7j-= .4n. 0 ............ ............ ............ :.. 3,32 ... 10 iss ............ .................. .................. : — 16" 34 24- .......... .................. 7 Fmm GL/ Cmum, M. 1- 31 a 44 YMIL CR. =hmom Cit. ...... ...... Il iNz . . ..... .................. I ............ I:m I C .......... t:t� 26 IPM I ............ ... ........ 1107: I ZI: —1 C. c r v c 60IiFJGEa�: NORIII-vr-. COI1=..AIZ, SGUi+at _ FOSSIL CREEK FOSSIL CREEK SOQIfl BOUND NORTHBOUND i%-R --- QUA= HOUR -- HOUR EACH • REPRESENTS 59 VEHICIIS BOAR --- QDARIER HOUR --- HOUR EACH r RIPIUM2 8 51 NMIC:F 3F DAY 13t 2nd 3rd 4th TOTAL A DASH MEANS HOUR VOLUME < 30 OF DAY 13t god 3rd 4th TOTAL A DASH MEADS HOUR VOIA1Qi < 26 ---- 2 AN 28 46 28 11 113 • • ------ 12 AM is 6 7 9 37 • I AN 21 20 15 21 77 • 1 AM 6 8 8 6 28 • 2 AN 13 10 9 6 38 • 2 AM 5 9 9 8 31 s 3 AM 15 4 3 7 29 - 3 AM 3 7 2 8 20 - 4 AM 8 14 17 i5 54 • 4 A4 9 7 20 12 48 • 5 AM 17 38 64 62 131 us 5 AM 21 47 87 90 245 •sass 5 AM 81, 113 174 L89 557 asssasets 6 AM 93 113 i99 189 594 sarasassasra 3 AM 188 2?3, 325 311 1097 ssssasaasaa-assasas 7 AM 214 361 348 316 1239 sassaaasasaessssasasaass 3 A4 251 273 261 266 1051 raauasuasassssaa 8 AM 214 267 229 256 966 rsassss•r_aeassssas 9 AM 225 2-04 237 263 979 •saaassuuxssasa 9 AM 260 241 235 257 993 staaa•essaerassssssa :0 AN 210 254 260 234 958 aassss+,•sassaau 10 AN 235 261 230 218 944 suss:asaaautuass It AM 297 294 262 274 1127 sassassssuusssss: 11 AN 230 251 266 276 1023 aatussstss•saastsss 12 PN 289 308 287 320 1204 ssssasastasssassssss 12 PM 250 2I8 257 255 980 ass »aasesa»aaraasa» 1 P4 264 276 _44 274 1058 •as»sasssssa uusa 1 PM 234 229. 241 L92 8% suaaussauuss• 2 P4 253 304 256 305 iL18 assasasasaasasssua 2 P4 214 227 266 265 972 asssstasssaasasuas 3 PH 301 304 332 33i 1268 assssseaa...asasassasa 3 PM 242 293 271 297 :093 asaaasasastaussuaaa 4 P9 300 336 405 381 1422 assraaatasesastsasasasss 4 P.H 3E3 308 5i0 314 1245 sas•ssssussss•ss»arias 5 PM 431 427 9!9 -°?9 1456 assuauss»ssass-assusss 5 P4 359 359 335 249 1352 ssuasssasuus:•s»suasaa 6 PN 2: 250 240 202 976 sussassaaaaasx• 6 PM 232 216 232 240 920 •ssauaaasasaut+s 7 P.M 197 137 167 133 634 saaaasasa• 7 PN 176 '_SS 115 98 574 essatasassa 8 PM' 152 157 154 140 603 assss»sass 8 PM 99 102 86 97 384 s•asasss 9 ?A 1S3 137 103 85 478 asauass 9 PM 95 120 67 60 342 •auua .0 PM 67 50 46 28 191 esa 10 PM 47 74 53 30 204 ass• :1 P4 43 34 26 29 133 r 1 ?1 22 17 15 19 73 • 'OTAL VOLCHE IS 16.801 CF3iiCLES. TOTAL VM12e IS 15,203 VIZICLES. OW SOURS: PEAK HOIdiS: _ NORYING FEW HOGR VOLUME OF 1.160 B``3INS AT 7: 30 AM ( 7 x1 MOBN1NG F..AK HOUR VOLUME OF 1.239 BEGINS Ar 7:15 AN 1 8 zJ DMN M, PaAK HOGR VOLUME OF 1,644 BEGINS AT 4:30 PM ( 10 EVENING PEAK HOUR VOLUME OF 1,417 BEGINS AT 4:45 PM ( 9 AJ '.ATA COUWrICli BMW AT 12 AN ON TUESDAY. .LARCH 23,I 1993. DATA CDLLEC7ION BMW AT 12 AM ON TSIES7AY, NARCH 23. 199J. APPENDIX B r�< HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-02-1996 Center For Microcomputers In Transportation Streets: (E-W) FOSSIL CREEL; PARKWAY (N-S) COLLEGE AVENUE Analyst: DRC File Name: 95AM.HC9 Area Type: Other 1-2-96 AM . Comment: EXISTING CONDITIONS Eastbound Westbound Northbound 1 Southbound L T R L T k 1 L T P. L T P. No. Lanes 1 1 1< 1 1< : 1 2 1: 1 2 .I Volumes 20 1 10: 30 1 135: 15 1170 35: 70 900 45 Lane Width :12.0 12.0 :12.0 12.0 :12.0 12.0 12.0112.0 12.0 12.0 'RTOR Vols 0: 0: OI0 Lost Time :3.00 3.00 3.0013.00 3.00 3.00:3.00 3.00 3.00:2.00 3.00 3.00 Signal Operations Phase Combination 1 2 3 4: 5 6 7 8 EB Left * INB Left Thru j Thru -Right i Right Peds Peds WB Left * ISB Left Thru i Thru Right * Right Peds Peds NB Right :EB Right SB Right :WB Right Green 20.OP .:Green 60.OP Yellow/AP. 5.0 :Yellow/AP. 5.0 Cycle Length: 90 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat V/c g/C Mvmts Cap Flow Ratio Ratio Delay EB _____ L ____ 261 --- ___ 1069 __-_ 0.080 _____ 0.244 ----- 19.9 TR 393 1606 0.031 0.244 19.7 WB L 418 1711 0.077 0.244 19.9 TF.' 388 1586 0.369 0.244 21.7 NB L 163 266 0.087 0.689 3.5 T 2566 3725 0.504 0. 689 5.2 R 1091 1583 0.034 0.689 3.4 SB L 98 142 0.756 0.689 25.2 T 2566 3725 0.387 0.689 4.6 R 1091 1583 0.043 0.689 3.4 Intersection Delay = 6.7 sec/veh In1 Lost Time/Cycle, L = 6.0 sec Critical v/c(x) HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-02-1996 Center For Microcomputers In Transportation Streets: (E-W) FOSSIL CREEL: PARKWAY (N-S) COLLEGE AVENUE Analyst: DRC File Name: 95PM.HC9 Area Type: Other 1-2-96 PM Comment: EXISTING CONDITIONS Eastbound Westbound Northbound 1 Southbound ' L T R I L T P. I L T R : L T R --- ____ ____---- ____ ___ ---- No. Lanes : 1 1 < : 1 1 < 1 2 1 I I 2 1 Volumes 30 1 15: 25 1 85: 10 1390 301 155 1530 15 Lane Width :12.0 12.0 :12.0 12.0 :12.0 12.0 12.0:12.0 12.0 12.0 RTOR Vols O: 0: 0: O Lost Time :3.00 3.00 3.00:3.00 3.00 3.00:3.00 3.00 3.0013.00 3.00 3.00 Signal Operations Phase Combination 1 2 3 4: 5 6 7 8 EB Left * :NB Left Thru * Thru Right * Right Peds Peds WB Left * :SB Left _ Thru i Thru • Right i Right Peds Peds NB Right :EB Right SB Right :WB Right Green 15.OP :Green 65.OP Yellow/AR 5.0 :Yellow/AR 5.0 Cycle Length: 90 secs Phase combination order: #1 #5 Approach: LOS Delay LOS Lane --- ----- --- Mvmts C 19.8 C ----- C EB L C 21.4 C TR WB NB SE Intersection Performance Summary ' Group: Adj Sat v/c g/C Approach: Cap Flow Ratio Ratio Delay LOS Delay LOS 249 1319 0.128 0.189 23.1 C 23.0 C 302 1600 0.056 0.189 22.7 C 318 1685 0.082 0.189 22.9 C 23.8 C 300 1586 0.300 0.189 24.0 C 99 133 0.111 0.744 2.5 A 3.9 A 2773 3725 0.550 0.744 4.0 A 1178 1583 0.027 0.744 2.3 A 106 142 1.542 0.744 * * * * 2773 3725 0.610 0.744 4.4 A 1178 1583 0.014 0.744 2.3 A Intersection Delay * (sec/veh) Intersection LOS = * is greater than one. Calculation of DI is infeasabl e. I. INTRODUCTION This traffic impact study addresses the capacity, geometric, and control requirements at and near the proposed Fossil Creek Office Park PUD (Cameron Office Park). It is proposed to be located west of South College Avenue across from Fossil Creek Parkway in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project owner (Lagunitas Fort Collins Inc.). Due to timing of this project, the Fort Collins Transportation Division could not be contacted. This study conforms with tppical traffic 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 on key intersections. The "G.T. Sanders Store PUD, Site Access Study," July 1995, and the "Huntington Hills Site Access Study," March 1994, were also reviewed as part of this analysis. II. EXISTING CONDITIONS The location of the Fossil Creek Office Park PUD site is shown in Figure 1. Since the impact in the short range, as well as, the long range is of concern, it is important that a thorough understanding of the existing conditions be presented. Land Use In the recent past, the City of Fort Collins has tended to grow predominantly to the south. Development along South College Avenue is expected to continue. This.is evidenced by a number of retail developments (e.g. Webergs Furniture and Tynan Nissan) and residential developments (e.g. Huntington Hills and Ridgewood Hills). The center of Fort Collins lies to the north of the Fossil Creek Office Park PUD site. The adjacent land uses near the Fossil Creek Office Park PUD site are as follows: 1) to the west is the Burlington Northern Railroad track; 2) to the north is the Mill Brothers Landscape and Nursery; 3) to the east are commercial uses along College Avenue or vacant land; and 4) to the south is the existing Cameron Park Office Park. 1 Hi_M: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-02-1996 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 OI-02-1556 Center For Microcomputers In Transportation Center For Microcomputers In Transportation Streets: (E-W) FOSSIL CREEK PARKWAY (N-S) COLLEGE AVENUE --- Streets: (E-W) FOSSIL CREEK PARKWAY (N-S) COLLEGE AVENUE Analyst: DRC File Name: 95AMLT.HC9 Analyst: DRC File Name: 95PMLT.HC9 Area Type: Other 1-2-96 AM Area Type: Other 1-2-96 PM Comment: EXISTING CONDITIONS - WITH N/S LT Comment: EXISTING CONDITIONS - WITH N/S LT ' Eastbound ; Westbound Northbound I Southbound Eastbound Westbound Northbound Southbound I L T R I L T P. I L T P. ; L T R -_- ___- _--- ---- -----_------ ---- ___----- ---- ---- I L T. R I L T R I L T R: L T R No. Lanes I I 1 < I I I < 1 2 1 ; 1 2 1 1 Volumes 20 1 10: 30 1 135: 15 1170 35: 70 900 45 No. Lanes 1 1 < I 1 1 < : 1 2 1 : 1 2 Lane Width :12.0 12.0 :12.0 12.0 :12.0 12.0 12.0:12.0 12.0 12.0 Volumes 30 1 15: 25 1 85: 10 1380 30: 155 1530 15 RTOR Vols i OI 0! 0: 0 Lane Width :12.0 1.2.0 :12.0 12.0 :12.0 12.0 12.0:12.0 12.0 12.0 Lost Time :3.00 3.00 3.00:3.00 3.00 3.00:3.06 3.00 3.06:3.00 3.00 3.00 P.TOR Vols I OI' OI O: 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 I 5 6 7 8 Sianal Operations EB. Left * :NB Left * * Phase Combination 1 2 3 4 5 6 7 8 Thru i Thru * EB Left * :NB Left Right * Right * Thru * Thru Reds Peds Right * Right WB Left * :SB Left * * Peds i Peds Thru * Thru * WB Left * :SB Left Right * Right * Thru * 1 Thru Peds Peds Right * Right NB Right IEB Right Peds Peds SB Right :WB Right NB Right :EB Right Green 20.OP :Green 6.OP 50.OP SB Right !WB Right Yellow/AR 5.0 :Yellow/AP. 4.0 5.0 Green 15.0P :Green 6.OP 55.OP Cycle Length: 90 secs Phase combination order: #1 #5 #6 Yellow/AP 5.0 !Yellow/AP. 4.0 5.0 ----------------------------------------------------------------------- Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Mvmts _____ Cap ____ Flow _______ Ratio _____ Ratio _____ Delay ----- EB L 250 1021 0.084 0.244 19.9 TR 393 1606 0.631 0.244 19.7 WB L 416 1701 0.077 0.244 19.9 TR 388 1586 0.369 0.244 21.7 NB L 241 1770 0.066 0.189 4.3 T 2152 3725 0.601 0.578 9.7 R 915 1583 0.040 0.578 6.2 SB L 223 1770 0.332 0.189 6.6 T 2152 3725 0.462 0.578 8.4 R 915 1583 0.051 0.578 6.3 Intersection Delay = 9.9 sec/veh Ii Lost Time/Cycle, L = 9.0 sec Critical v/c(x) Approach: Intersection Performance Summary LOS Delay LOS Lane Group: Adj Sat v/c g/C Approach: -_- _____ ___ Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS C15.8 C ----- ---- ------- ---- ----- ----- --- ----- --- C EB L 241 1276 0.133 0.189 23.1 C 23.0 C C 21.4 C TR 302 1600 0.056 0.189 22.7 C C WB L 316 1672 0.082 0.189 22.9 C 23.8 C A 9.5 B TR 300 1586 0.300 0.189 24.0 C B NB L 220. 1770 0.050 0.189 6.0 B 8.1 B B T 2359 3725 0.647 0.633 8.2 B B 8.2 B P 1003 1583 0.032 0.633 4.7 A B SB L 228 1770 0.715 0.189 19.3 C 10.0 B B T 2359 3725 0.717 0.633 9.2 B rsection LOS = B P. 1003 1583 0.016 0.633 4.6 A 0.533 Intersection Delay = 9.8 sec/veh Intersection LOS = B ----------------- Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.654 Is APPENDIX C Level of Service for Signalized Intersections Level of service for signalized intersections is defined in terms of delay, which is a measure of driver discomfort 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 [lie v/c ratio for the lane group in question. LOSA describes operations with very low delay, tip 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 both. More vehicles stop than with LOS A, causing higher levels of average delay. LOS C describes operations with delay greater than 15 and up to 25 sec per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level. The number of vehicles slopping Is significant at this level, though many still pass through the intersection without stopping. LOS D describes operations with delay greater than 25 and up 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 the 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 v/c ratios. Individual cycle failures are frequent occurrences. LOS F describes operations with delay in excess of 60 sec per vehicle. This level, considered to be unacceptable to niost-drivers, often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the intersection. It may also occur at high t/c ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. TABLE 9-1. LEVEL -OF -SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC) A 55.0 B >5.0 and 5 15.0 C >15.0 and 5 25.0 D >25.0 and 5 40.0 E >40.0 and 5 60.0 F >60.0 I N APPENDIX D HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-02-1996 Center For Microcomputers In Transportation Streets: (E-W) FOSSIL CREEK PARKWAY (N-S) COLLEGE AVENUE Analyst: DRC File Name: 97AMLAG.HC9 Area Type: Other 1-2-96 AM Comment: SHORT RANGE - WITH LAGUNITAS PUD ONLY Eastbound 1 Westbound Northbound Southbound 1 L T P. 1 L T R ; L T P. 1 L T R ;__-- -___ _-- -___ __- ___ ____ ____ No. Lanes 1 1 1 < 1 1 I < : 1 2 1 1 1 2 1 Volumes 30 1 15: 30 1 135: 35 1240 351 70 925 95 Lane Width ;12.0 12.0 ;12.0 12.0 :12.0 12.0 12.0;12.0 12.0 12.0 RTOP, Vols 01 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 1 5 6 7 EB Left :NB Left Thru +F Thru Right _ +E Right Peds Peds WB Left' + :SB Left • w Thru + Thru Right i Right + Peds Peds NB Right ;EB Right SB Right ;WB Right Green 20.OP :Green 5.OP 55.OP Yellow/AR 5.0 :Yellow/AP. 5.0 5.0 Cycle Length: 95 secs Phase combination order: p1 #5 M6 Intersection Performance Summary Lane Group: Adj Sat v/c a/C Mvmts _____ Cap _-- Flow _______ Ratio _____ Ratio __- Delay -- EB L 'al 998 0.138 0.232 -- TR 371 1600 0.046 0.232 21.5 WB L 387 1672 0.083 0.232 21.7 TP, 367 1586 0.389 0.232 20.8 NB L 23e 1770 0.155 0.179 4.3 T 2235 =950 3725 0.613 0.600 9.5 R 1583 0.039 0.600 5.9 SB L 218 1770 0.339 0.179 6.9 T 2235 3725 0.458 0.600 8.1 R 950 15e3 0.105 0.600 6.2 Intersection Delay = 9.6 sec/veh Ii Lost Time/Cycle. L = 9.0 sec Critical v/c(x) l HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-02-1996 Center For Microcomputers In Transportation Streets: (E-W1 FOSSIL CREEK PARKWAY (N-S) COLLEGE AVENUE Analyst: DRC File Name: 97PMLAG.HC9 Area Type: Other 1 96 PM Comment: SHORT RANGE - WITH LAGUNITAS PUD ONLY Eastbound Westbound Northbound Southbound L T R 1 L T R .: L T P. : L T R ____ ____---- ____ ____ ____---- ____ _i__ No. Lanes 1 1 1 < 1 1 1 < ; 1 2 I 2 Volumes 75 .1 30: 25 1 85: 15 1505 30: 155 1600 30 Lane Width :12.0 12.0 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0 RTOR Vols 01 01 0: O Lest Time :3.00 3.00 3.00:3.00 3.00 3.00:3.00 3.00 3.0013.00 3.00 3.00 8 Phase Combination 1 EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green 20.OP Yellow/AR 5.0 Cycle Length: 95 secs Approach: LOS Delay LOS C 21.9 C C C 23.4 C C A 9.3 B B B B 7.8 B B B rsection LOS = B 0.552 Signal 'Operations ' 2 3 4; 5 6 7 8 ;NB Left +� Thru + Right +. Peds :SB Left r s Thru + Right Peds ;EB Right ;WB Right :Green 5.OP 55.OP !Yellow/AR 5.0 5.0 Phase combination order: NI #5 k6 Intersection Performance Summary Lane Group: Adj Sat v/c a/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB _____ L _ 299 _______ 1291 --_- 0.264 _-__ 0.232 _____ 22.e ___ C _____ 22.5 --- C TP, 369 1592 0.090 0.232 21.8 C WB L 368 1587 0.071 0.232 21.7 C 22.4 C TP. 367 1586 0.245 0.232 22.7 C NB L 209 1770 0.077 0.179 8.8 B 11.3 B T 2235 3725 0.744 0.600 11.4 B R 950 1583 0.034 0.600 5.9 B SB L 209 1770 0.780 0.179 27.9 D 13.6 B T 2235 3725 0.791 0.600 12.4 B R 950 1583 0.034 0.600 5.9 B Intersection Delay = 13.1 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.673 J I ' a L APPENDIX E e HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-02-199E HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-02-1996 Center For Microcomputers In Transportation Center For Microcomputers In Transportation Streets: (E-Wi FOSSIL CREEL: PARKWAY (N-S) COLLEGE AVENUE Streets: (E-W) FOSSIL CREEL: PARKWAY (N-S) COLLEGE AVENUE Analyst: DRC File Name: 97AMTOT.HC9 Analyst: DRC File Name: 97PMTOT.HC9 Area Type: Other 1-2-96 AM Area Type: Other 1-2-96 PM Comment: SHORT RANGE - WITH LAGUNITAS PUD AND OTHER PARCELS DEVELOPED Comment: SHORT RANGE - WITH LAGUNITAS PUD AND OTHER. PARCELS DEVELOPED Eastbound Westbound Northbound Southbound Eastbound 1 Westbound Northbound Southbound L T R ; L T R ; L T P. ; L T R L T P, ; L T P. ; L T ____ R ; L T R ____,____ ____ ---- No. Lanes ;____ __-_ 1 1 < ____ ; ---- ____ 1 1 < _____-__ __-_ ____;____ ____ _ 1 2 1 ; 1 2 1 No. Lanes 1 1 ____,____ < ____ 1 1 < ____,____ ; 1 2 1 1 2 1 Volumes 45 1 20; 30 1 135; 55 1240 35; 70 925 .165 Volumes 130 1 50; 25 1 85; 20 1505 30; 155 1600 45 Lane Width 112.0 12.0 ;12.0 12.0 ;12.0 12.0 12.0;12.0 12.0 12.0 Lane Width ;12.0 12.0 ;12.0 12.0 :12.0 12.0 12.0;12.0 12.0 12.0 RTOP. Vols 0; 0; 0; 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 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 ---------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 Phase Combination 1 2 3 4; 5 6 7 8 EB Left, * ;NB Left * * ES Left + ;NB Left Thru * Thru * Thru * Thru Right • Right * Right * Right Peds Peds Peds Peds WB Left * ;SB Left * * WB Left + ;SB Left + Thru * Thru * Thru * Thru Right • Right + Right * Right Peds Peds Peds Peds NB Right ;EB Right NB Right ;EB Right SB Right ;WB Right SB Right ;WB Right Green 20.OP ;Green S.OP 55.OP Green 20.OP ;Green S.OP 55.OP Yellow/AR 5.0 ;Yellow/AP, 5.0 5.0 Yellow/AP. 5.0 ;Yellow/AP, 5.0 5.0 Cycle Length: 95 secs Phase combination order: pi M5 #6 Cycle Length: 95 secs Phase combination order: kl p5 #6 _______________________�___________�_�______ ___�______-___�_ Intersection Performance Summary _______________________-______-_________-_--______-____________- Intersection Performance Summary Lane Group: Ad,i Sat v/c g/C Approach: Lane Group: Ad,i Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ___ Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ___ _____ --- _____ EB L ____ _______ 231 998 _____ 0.203 _____ _____ ___ _____ 0.232 22.4 C 22.2 C _____ EB L -_- _______ 299 1291 _____ 0.458 _____ _____ 0.232 24.7 C 23.9 C TR 370 1597 0.059 0.232 21.6 C TR 368 1589 0.147 0.232 22.1 C WB L 381 1645 0.084 0.232 21.7 C 23.4 C WB L 344 1487 0.076 0.232 21.7 C 22.5 C TP. 367 1586 0.389 0.232 23.8 C TP, 367 1586 0.245 0.232 22.7 C: NB L 238 1770 0.244 0.179 4.6 A 9.2 B NB L 209 1770 0.100 0.179 8.9 B 11.3 B T 2235 3725 0.613 0.600 9.5 B T 2235 3725 0.744 0.600 11.4 B R 950 15e3 0.039 0.600 5.9 I B P, 950 1583 0.034 0.600 5.9 B SB L 216 1770 0.339 0.179 6.9 87.8 B SB L 209 1770 0.780 0.179 27.9 D 13.5 B T 2235 3725 0.458 0.600 8.1 I B T 2235 3725 0.791 0.600 12.4 B R 950 1583 0.183 0.600 6.5 B P. 950 1583 0.049 0.600 6.0 8 Intersection Delay = 9.7 sec/veh Intersection LOS = S Intersection Delay = 12.3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) . 0. 552 Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.723 APPENDIX F HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 0I-02-1996 Center For Microcomputers In Transportation Streets: (E-W) FOSSIL CREEK PARKWAY (N-S) COLLEGE'AVENUE Analyst: DP.0 File Name: 15AM.HC9 Area Type: Other 1-2-96 AM Comment: LONG RANGE - TOTAL TRAFFIC Eastbound Westbound Northbound Southbound L T R I L T R L T R : L T P. No. Lanes 1 1 1 < 11 1 < 1 1 2 1 1 1 _ 1 Volumes 40 5 20: 55 10 200: 50 1700 SO: 95 1220 1EO Lane Width :12.0 12.0 :12.0 12.0 :12.0 12.0 12.0:12.C) 12.0 12.0 RTOR Vols 01 0: 01 0 Lost Time :3.00 3.00 3.00:3.00 3.00 3.00:3.00 3.00 3.0013..00 3.00 3..00 Signal Operations Phase Combination 1 2 3 4: 5 6 7 EB Left • :NB Left Thru • Thru Riaht • Right Peds Peds WB Left • :S8 Left • + Thru • Thru Right Riaht + Peds Peds NB Right :EB Right SB Right :WB Right Green 24.OP :Green S.OP 46.OP Yellow/AR 5.0 :Yellow/AR 5.0 5.0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Mvmts ____ Cap ____ Flow _______ Ratio _____ Ratio _____ Delay ----- EB L 211 729 0.199 0.289 18.4 TP, 473 1636 0.055 0.289 17.6 WB L 469 1623 0.124 0.289 17.9 TR 461 1597 0.481 0.289 20.7 NB L 220 1770 0.241 0.189 7.8 T 1987 3725 0.945 0.533 L2.5 P. 844 1583 0.063 0.533 7.7 SB L 220 1770 0.455 0.le9 15.2 T 1987 3725 0.679 0.533 12.3 R 844 1583 0.199 0.533 8.3 Intersection Delay = 17.6 see=/veh I Lost Time/Cycle, L = 9.0 sec Critical v/c(x) HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-02-1996 Center For Microcomputers In Transportation Streets: (E-W) FOSSIL CREEK PARKWAY tN-S) COLLEGE AVENUE Analvst: DRC File Name: 15PM.HC9 Area Type: Other 1-2-96 PM Comment: LONG RANGE - TOTAL TRAFFIC Eastbound Westbound Northbound Southbound I L T P. : L T R I L T P. L T P. ____ _-__---- __-_ ____ ____---- ____ ---- No. Lanes 1 1 1- < 1 I < 11 2 1 : 1 2 1 Volumes 125 10 45: 50 5 130: 20 2070 55: 210 2150 40 Lane Width 112.0 12.0 :12.0 12.0 :12.0 12.0 12.0112.0 12.0 12.0 RTOR Vols 01 01 0: 0 Lost Time :3.00 3.00 3.00:3.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.00 Sia_nal Operations e Phase Combination 1 2 3 4: 5 6 7 8 EB Left + :NB Left ■ < Thru + Thru Riaht Right Peds Peds WB Left • :SB Left • ■ Thru • Thru Riaht • Right < Peds Peds NB Right :EB Right SB Right :WB Right Green 16.OP :Green . 7.OP 53.OP Yellow/AR 5.0 :Yellow/AP. 4.0 5.0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Approach: LOS Delay LOS C 18.1 C C C 20.1 C C B 21.7 C C B C 12.1 B B B rsection LOS = C 0.777 Intersection Performance Summary Lane Group: Adj Sat v/c a/C Approach: Mvmts Cap Flow Ratio _____ Ratio _____ Delay LOS Delay LOS --- EB _____ L ____ 194 _______ 970 0.680 0.200 _____ 31.6 ___ D _____ 26.9 D TR 327 1636 0.177 0. 200 22.7 C WB L 294 1470 0.180 0.200 22.7 C 24.2 C TR 319 1595 0.445 0.200 24.7 C NB L 240 1770 0.087 0.211 14.9 B 28.2 D T 2276 3725 1.005 0.611 28.9 D P. 967 1583 0.060 0.611 5.4 B SB L 240 1770 0.921 0.211 49.0 E 39.9 D T 2276 3725 1.044 0.611 39.7 D P. 967 1583 0.043 0.611 5.3 B Intersection Delay = 33.8 sec/veh Intersection LOS = D Lost Time/Cycle, L = 9.0 sec Critical v/c (x) = 0.958 Ll N NO SCALE HOR5ETOOTH ROAD SITE LOCATION Figure 1 Roads The primary streets near the Fossil Creek Office Park PUD are College Avenue and Fossil Creek Parkway. College Avenue is a north -south street designated as a major arterial on the Fort Collins Master Street Plan. Its existing cross section in this area has two 12 foot lanes in each direction. There are designated left -turn lanes at appropriate locations or two way continuous left -turn lanes. There are shoulder areas between the right through lane and the curb and gutter that serves as a right -turn auxiliary lane. The posted speed limit is 50 mph on College Avenue in this area. Sight distance is generally not a problem. Currently, intersections along South College Avenue are signalized at Harmony Road to the north and Skyway Drive to the south. According to the "South College Avenue Access Control Plan," a signal is expected at Fairway Lane in the future. Fossil Creek Parkway is an east -west street that serves commercial and residential uses on the east side of College Avenue and office/commercial uses on the west side of College Avenue. To the west of College Avenue, Fossil Creek Parkway leads directly into the Cameron Park Office Park. This is a two-lane roadway. East of College Avenue, Fossil Creek Parkway provides access to the residential area known as Fossil Creek Meadows. Fossil Creek Parkway is a two-lane roadway with a landscaped median. The speed limit is posted at 25 mph. Coronado Court is a two lane local street, which will provide direct access to Phase I of the proposed project. This roadway connects to the north/south Frontage Road, which parallels College Avenue. The Frontage Road currently exists north to Coronado Court and south, just past Cameron Drive. Cameron Drive is a two-lane local street, which currently serves Cameron Park and would provide access to Phase II of the proposed project. Existing Traffic Weekday morning and afternoon peak hour traffic data was synthesized based upon traffic count data from 1993. The 1993 through traffic on College Avenue was factored upward by 2 percent to reflect growth in the last two years. The peak hour turning movements are shown in Figure 2. All raw traffic data is presented in Appendix A. Existing Operation Using the traffic volumes shown in Figure 2, the College/ Fossil Creek intersection operates as indicated in Table 1. Calculation forms for these analyses are provided in Appendix S. Appendix C describes level of service for signalized intersections, 2 n 1 O M I17 1Y) N o CD135/85 --30/25 FOSSIL CREEK PKWY. 20/30 0 0- �- D 10/5 -4� z C M W CD W J J O U AM / PM Rounded to the Nearest 5 Vehicles. 4, N NO SCALE SYNTHESIZED 1995 PEAK HOUR TRAFFIC Figure 2 Ak TABLE 1 1995 Peak Hour Intersection Operation Level of Service Intersection AM PM College/Fossil Creek Existing phasing B F With N/S left -turn phasing B B TABLE 2 Trip Generation Daily A.M. Peak P.M. Peak Land Use Trips Trips Trips Trips Trips in out in out Fossil Creek Office Park Phase I -.48.8 KSF 700 67 12 16 56 Phase II - 61.1 KSF. 860 85 15 20 70 TOTAL 1580 152 27 36 126 Additional undeveloped parcel - 6.1 KSF 90 8 1 2 7 as provided in the 1994 Highway Capacity .Manual. As indicated in Table 1, the intersection is currently operating at acceptable levels of service during most of the day. Acceptable level of service is defined as level of service D or better. However, the intersection operational analysis indicated that, during the evening peak hour, the southbound left -turn is approaching the need for a separate left -turn phase. For the future traffic scenarios, it was assumed that left -turn phasing on College Avenue would be in place. III. PROPOSED DEVELOPMENT The Fossil Creek Office Park PUD is an office park development, proposed to be located at the west of South College Avenue across from Fossil Creek Parkway in Fort Collins. Figure 3 shows a schematic of the site plan of the Fossil Creek Office Park and some adjacent properties. The proposed project would be completed in two phases: Phase I would consist of 46,800 square feet of office park use, and Phase II would consist of 61,000 square feet of office park use. As shown on Figure 3, Phase I would have access from Coronado Court and Phase II from Cameron Drive. The potential for growth on another parcel near the project site was also accounted for. There is currently a vacant parcel off of the Frontage Road to the south of Phase I. It was assumed that this could potentially develop as 6,100 square feet of office. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compill-tion of trip generation information was prepared by the Institute of Transportation Engineers and is presented in Trip Generation, 5th Edition. This document was used to project trips that would be generated by the proposed uses at this site. Table 2 shows the expected trip generation on a weekday and a weekday peak hour basis. The Business Park Code (770)`was used to estimate the trip generation for the Fossil Creek Office Park. Trip Distribution Directional distributions were determined for the land uses considered in thin study. This distribution considered trip attractions and productions in the Fort Collins area, and existing travel patterns in the area. The trip distribution used in the short range analyses was 75% to/from the north and 25% to/from the south. The trip distribution used in the long range analyses was 3 N h 0 14 N NO SCALE iiI'.f . . . . . . . . ... Q r ♦,•; ;:,� �/, CORONADO COURTS a Z .............'I I A WI I I�. 1 . . , • . ♦ . ♦ . . . , _ �•�•:♦:•.♦ .. ;'•Ii's..• , Y x�// / Developed Q .. �+ i zz�-$ .`♦ ..'• , '``•' •.;+�..'.,.• ,.;.,♦.��, ♦ mow _ � k/ !i�• Vacant �Ia > za x o ..••...•f♦ ♦ •%,•a •., ,,. G (3 ..f,f...,, .....,. w ..♦,,.....ace...... ............. ♦ ..� Curren IYY -� I .......... Dev d "Q. o t.♦.•..••..p .......� P U FOSSIL .,.....♦ p ♦..♦.... >. �.♦..♦..... ....... CREEK 3+ _ .•.•...♦♦.♦♦.•♦♦♦.♦,♦•♦,♦♦:•:.p .♦1♦ �, \ \ �;'.�. • pKWY. ♦•♦ . C ♦♦4 ..♦♦ ♦♦':•••: _I. ,. . . . ♦ . . . . . ♦ . . . . . . . �.♦.♦.♦.♦.. ..r ........� I . .1i•iL•ii•ii•If SITE PLAN Figure 3 70% to/from the north, 25% to/from the south, and 5% to/from the east. Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figures 4 and 5 show the assignment of the generated trips from Phase I and Phase II, respectively. Figure 6 shows the long range assignment of the site generated traffic with full development of all the parcels considered in this study, given the change in trip distribution discussed earlier. Figure 7 shows the morning and afternoon weekday peak hour traffic from Phase I plus background traffic in the short range future (1997). Background traffic on College Avenue for 1997 was determined by factoring the 1995 traffic by 1.7 percent per year. This factor was determined based upon historic traffic growth and information contained in the "North Front Range Regional Transportation Plan," October 1994. Figure a shows the short range future (1997) morning and afternoon weekday peak hour traffic from the proposed project, both Phase I and II, plus background traffic, and estimated traffic from the adjacent vacant parcel mentioned earlier. Figure 9 shows the morning and afternoon weekday peak hour traffic in the long range future (2015). Background traffic for the year 2015 was determined using other traffic studies for projects in .this area and the "North Front Range Regional Transportation Plan." The forecasts shown in Figure 9 give a reasonable representation of nearby development. When actual development proposals are put forth for other properties, additional traffic studies should be performed. IV. TRAFFIC IMPACTS AND ANALYSIS Operation Analysis Capacity analyses were performed on the College/Fossil Creek intersection, which provides access to the proposed Fossil Creek Office Park for both the short range (1997) and long range (2015) traffic conditions. Using the traffic volumes shown in Figure 7, the College/ Fossil Creek intersection operates in the short range future, with Phase I, as indicated in Table 3. Calculation forms for these analyses are provided in Appendix D. As indicated in the table, it is anticipated that this intersection will operate at acceptable 4