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Home My WebLink AboutSPRING CREEK CENTER PUD FINAL - 17 90D - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY'4 i I SPRING CREEK CENTER SITE ACCESS STUDY FORT COLLINS, COLORADO NOVEMBER 1996 Prepared for: W. W. Reynolds Companies 1600 Specht Point Drive Fort Collins, CO 80525 Prepared by; MATTHEW J. DELICH, P.E. 2272 Glen Haven Drive Loveland, CO 60538 Phone: 970 669-2061 FAX: 970-669-5034 TRIP DISTRIBUTION FOR NOWPASSBY TRIPS N NO SCALE Figure 4 counted in the adjacent street traffic. Pass -by assumptions' were 45% for the fast food restaurants, and 60% for convenience/gas stores. The directional split was based upon the current counts. The procedure used to account for both pass -by traffic and primary destination traffic is as follows: Estimate the trip generation rate as is currently done and determine the total number, of trips forecast to occur, based on the size of the development. Estimate the percentage of pass -by trips, and split the total number of trips into two components, one for pass --by trips and one for new trips. Estimate the trip distributions for the two individual components. The distribution of pass -by tr"ips must reflect the predominant commuting direct -ions on adjacent and nearby roadway facilities. Most peak period pass -by trips are an intermediate link in a work trip. Conduct two separate trip assignments, one for pass -by trips and one for new trips. The distribution for pass -by trips will require that trips be subtracted from some intersection approaches and added back to others:. Typically, this will involve reducing through. -roadway volumes and increasing certain turning movements. Combine the assigned trips to yield the total link loadings, and proceed with capacity analysis as normally done. Background Traffic Projections Background traffic projections for the short range and long range future horizons were obtained by reviewing the NFRRTP and various traffic studies prepared for other developments in this area of Fort Collins. Background traffic projections reflect the Timberline Road extension to the north. 'This pass -by factor was obtained by averaging pass -by factors from the following sources: 1. Transportation Engineering Design Standards, City of Lakewood, June 1985. 2. Development and Application of Trip Generation Rates, FHWA/ USDOT, January 1985. 3. A Methodology for Consideration of Pass -by Trips in Traffic Impact Analyses for Shopping Centers," Smith, S., ITE Journal, August 1986, Pg.37. 4. Trip Generation, 5th Edition, ITE and 1995 Update. 4 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. The City of Fort Collins desired that the Timberline/Midpoint intersection become a right-in/right-out intersection. This will definitely happen by the long rang future; however, it is not certain if it will happen by the short range future. Therefore, it was evaluated under two access scenarios in the short range future. Figure 5 shows the morning and afternoon peak hour site generated traffic with full build -out of Spring Creek Center, assuming full movement at the Timberline/Midpoint intersection. Figure 6 shows the morning and afternoon peak hour site generated traffic, assuming right -in/ right -out access at the Timberline/Midpoint intersection. Figure 7 shows the total (site plus background traffic) short range peak hour traffic, assuming full movement at the Timberline/Midpoint intersection. Figure 8 shows the total short range peak hour traffic, assuming right-in/night-out access at the Timberline/ Midpoint intersection.. Figure 9 shows the total long range peak hour traffic, assuming right-in/right-out access at the Timberline/ Midpoint intersection. Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual -.on Uniform Traffic Control Devices. However, it is possible to determine whether traffic signal warrants are likely to be met based upon estimated peak hour traffic forecasted in this study. Using the peak hour traffic volumes shown in Figure 8, it is likely that traffic signal warrants will be met at the Timberline/ Midpoint intersection. However, since the City of Fort Collins wants this intersection modified to provide right-in/right-out access in the future, signalization of this intersection is not recommended. A signal is also warranted at the Prospect/Specht Point intersection. However, since A signal will be installed at the Prospect/Prospect Parkway intersection shortly, the Specht Point Drive signal was not given further consideration. Operation Analysis Capacity analyses were performed on key intersections adjacent to Spring Creek Center. The operations analyses were conducted for the short range future and the long range future. Using the traffic volumes shown in Figure 1, the affected intersections operate in the short range condition as indicated in Table 3. Calculation forms for these analyses are provided in Appendix D. Using the traffic volumes shown in Figure 8, the key 5 3 i N W i AM / PM SITE GENERATED TRAFFIC WITH FULL MOVEMENT AT THE TIMBERLINE / MIDPOINT INTERSECTION -F-guru-5 i N LU AM / PM PEAK KOOR,. SITE GENERATED TRAFFIC WITH RIGHT -IN / RIGHT -OUT AT THE TIMBERLINE / MIDPOINT INTERSECTION Figure 6 �-- 270/310 - 705 020 o r 446/580 PROSPECT ROAD 5073 `110/2�0 _ 610/620-- 135/65 r 225/220 -� I o� 470/440 LO 350/435 o F M M N Z Site a- LO �� coLO L �"- �*-- 125/170 L r- 80/185 � N O Oto CE a00 M W Z J m Lu m g f= AM / PM Rounded to the Nearest 5 Vehicles. SHORT RANGE TOTAL PEAK HOUR TRAFFIC WITH FULL MOVEMENT AT THE TIMBERLINE / MIDPOINT INTERSECTION I � � O c �- 270/310 t! LO :Lo �- 440/580 180A/385 225/220 J I 530/470 — c 290/405 c o o M M N O a LO to 125/170 Lo N O OLr) 720 985 T ROAD 50 35 Ain lAm "%L L� N Z Site a z U W a AM / PM Rounded to the Nearest 5 Vehicles.. SHORT RANGE TOTAL PEAK HOUR TRAFFIC WITH RIGHT -IN / RIGHT -OUT AT THE TIMBERLINE / MIDPOINT INTERSECTION Figure 8 000 3 �— N 455/510 135/965 N 275//585 380/370 —� 815/755 — Ln Ln 455/675--� M c u m �130/185 c N� o� �o IL Ln N N W Z Q LU m g F= Site 1055/1080 1370/1810 W— 55/40 N o�r e AM / PM Rounded to the Nearest. 5 Vehicles. LONG RANGE TOTAL PEAK HOUR TRAFFIC Figure 9 Table 3 Short Range Peak Hour Operation (Full Movement at Timberline/Midpoint) Level of Service Intersection AM PM Prospect/Timberline (signal) D D Prospect/Specht Point (stop sign) 11B LT D F NB RT A A WB LT A A Timberline/Midpoint (stop sign) WB LT F F WB RT C C SB LT D B Table 4 Short Range Peak Hour Operation (Right-in/Right-out at Timberline/Midpoint) Intersection Prospect/Timberline (signal) Prospect/Specht Point (stop sign) NB LT NB RT WB LT Timberline/Midpoint (stop sign) WB RT Level of Service 674 AM PM C D D D D E F F A A A A A B A A 6 C 6 C intersections operate in the short range condition as indicated in Table 4. Calculation forms for these analyses are provided in Appendix E. All movements at these intersections operate acceptably, with the exception of the westbound left turn at the Timberline/Midpoint intersection, as shown in Table 3. The analysis indicated poor operation at the Prospect/Specht Point and Timberline/Midpoint intersections. A queuing analysis indicated that the northbound left turns approaching Prospect Road, -would conflict with the souihbound left turns approaching Midpoint Drive. It is recommended that ..this intersection: be`modified to- _a_:right= in/right-out during the course of. he development of Spring Creek Center. The City of Fort Collins plans to install a traffic signal at the Prospect/Prospect Parkway intersection, which provides access to the commercial uses mentioned earlier. This signalized intersection, located approximately 0.3 miles east of Prospect/Timberline, will provide motorists with a safe alternative to leaving this area. It was also assumed that this signal would ! attract a significant number of the northbound left turns from Specht Point Drive to Prospect Road. The Prospect/Timberline intersection will operate acceptably during the peak hours with the geometry indicated in Figure 1.0. Based upon forecasted traffic 1 volumes, an eastbound right -turn lane is shown on Prospect Road approaching Specht Point Drive. Due to the existing bridge, a full i lane may not be possible. An alternative to a full lane is a taper Jand increased radius. With good signal progression on Prospect Road, there will be gaps in the eastbound traffic that are not accounted for in the analysis technique. The actual operation will be better than indicated in Table 4. Using the traffic volumes shown in Figure 9 and recommended geometrics, the intersections operate in the long range condition as indicated in Table 5. Calculation forms for these analyses are provided in Appendix F. All movements at these intersections operate acceptably, with the exception of the northbound left turn at the Prospect/Specht Point intersection. This is normal for minor street le-ft-turning movements along arterials during peak. hour conditions. The long -range geometry is shown in Figure 11. At the Prospect/Timberline intersection, Timberline is changed to a four lane facility, plus turn lanes. The Fort Collins Master Street Plan indicates Timberline Road as a six lane facility. However, analysis shows that Timberline operates acceptably as a four lane facility. Timberline may, however, require widening to six lanes after the year 2015. Traffic volumes should be monitored along Timberline Road and Prospect Road to determine when the widening to six lanes should occur. Provision of dual left -turn lanes for Prospect at Timberline, as indicated in Figure 11, is necessary to achieve acceptable operation at this location. The overall Prospect Business Park extends to the southeast to within 0.5 miles of Drake Road. Consideration should be given to providing a local street or collector street connection in this area. This will require crossing City owned land. A connection M x I. INTRODUCTION This site access study addresses the capacity, geometric, and control requirements at and near a proposed commercial development known hereinafter as Spring Creek Center. It is located near the intersection of Prospect Road and Timberline Road.in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made i with the project planning consultant (Cityscape Urban Design) and I the Fort Collins Traffic Engineering Division. This study generally conforms to the format set forth in typical traffic impact study guidelines. The study involved the following steps: � c - 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; Analyze signal warrants, II. EXISTING CONDITIONS The location of Spring Creek Center is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily commercial. Commercial development exists all around the site. There are office buildings located to the north (across Prospect Road) and to the east (across Specht Point Drive). There is a beverage distribution center to the south (across Midpoint Drive). The lot to the west (across Timberline Road) contains four silos and an "agricultural truck" scale. There is a "proposed development" sign on this site. The Spring Creek Center site itself is vacant. Land in the immediate area is flat. There is an increase in elevation to the south and west, away from the key intersections. The center of Fort Collins lies to the northwest of Spring Creek Center. There aresidewalks around the site along Prospec wand and part of Timberline -Road. Trere are 3cycle lanes located along the e shoulder lder of T m e=13ne Road. 1 SHORT RANGE GEOMETRY Figure 10 N LONG RANGE GEOMETRY Figure 11 Table 5 Long Rarige Peak Hour Operation Level of Service Intersection AM PM Prospect/Timberline (signal) D D Prospect/Specht Point (stop sign) NB LT F F NB RT A A WB LT C B Timberli.n..e/Midpoint (stop sign) WB RT C B of this type will provide an additional outlet from the business park to the south. It has the potential of reducing selected movements shown in Figure 9, thereby improving the operation at key intersections. This suggestion is a system -wide improvement and should be pursued as part of a capital improvement program. IV. CONCLUSIONS This study assessed ,.the impacts of the Spring Creek Center commercial development on the short range and long range street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: The development of Spring Creek Center- is feasible from a traffic engineering standpoint. At full development, as proposed; approximately 6200 trip ends will be generated at this site daily. Some of these trip ends will be from background traffic already on the adjacent streets. There may also be some multi -purpose trip ends not reflected in the daily trip end estimate. Current operation at the Prospect/Timberline signalized intersection is acceptable. The stop sign controlled intersections j along the arterial streets operate normally. 11 - `In the short range future all keyintersections will I operate accey a v, provided that the Timberline/Midpoint intersections modified to a right-in/fight-out access. The short range geometry is shown in Figure 10. - In the long range future, key intersections will operate acceptably during the peak hours, with the exception of the northbound left -turn movement at the Prospect/Specht Point intersection. If Midpoint Drive is extended south to meet Drake Road, a system wide improvement will be made. The long range geometry is shown in Figure 11. - Sidewalks and bicycle lanes should be built and linked to the existing system, per City of Fort Collins standard. With the recommended control geomet.rics, the accident rate should be at an acceptable level for typical urban conditions. 7 |° ^ APPENDIX A TABULAR SUMMARY OF TURNING MOVEMENT COUNTS Observer: John M. Sever Date: 9/23/96 Day: Monday INTERSECTION OF: Prospect Road & Timberline Road Weather: AM: Suns Betdnnin2 r City: Fort Collins PM: Mostly Cloudy Time NB R I T L Total SB R I T I L Total EB R T I L; Total WB R I T, L Total' Total ' NB/SB Total EB/WB Total All 7:30 701 5 13111 206 11 11 1 3 83 1511 91 243 31 1761 72 25111 209 494 703 7:45 891 4 141, 234, 11 21 0 3 88 1941 51 277 11 180 63 2531 237 530 767 8:00 64' 1 101' 166 6 31 1 10 90 1631 51 258, 41 154 44 2021 176 46011 636 8` 15 94 2 60 156 ; 2 31 1 6 97 137 2 236 1 126 47 174 162 410 572 4.30 65; 2 95 162 3 4 1 8 113 151 1 265 2 195 75 272 170 537 707 4:45 73; 3 791 155, 3 2 2 7 118 1,52 6 276 0 185, 81 266 162 .542 704 5:00 69 1 981 168 5 4 2 11 135 143 2 280 4, 247 8$, 336 179 616 795 5:15 71 1 101 173' 51 5 i 111 127 166 01 293' 0, 208 871 2951 194 .588 772 AM Totals => 317 12 433 762 10 9 3 22 358 635 21 1014 9 645 226 880 784 1894 2678 PM Totals —> 278 7 373 658 16, 15 6 37 493 612 9 1-114 6 835 328 1169 6951 T28-31 2978 Grand Total —> 5656 TABULAR SUMMARY OF TURNING MOVEMENT COUNTS Observer: John M. Sever Date: 90/96 & 9/18/96 Day: Tuesday & Wednesday 11MRSECTION OF: Timberline Road & Midpoint Drive Weather: Rainy & Raiiry Bezinnin¢ City: Fort Collins Time NB R T L Total SB R I T I L Total ;I EB R I T L Total WB R I T L Total Total I NB/SB Total , EB/WB Total All 7730 89 314 X 403 X 1 1831 10 193' . X X X 0 41 X 3 71 596 7 603 T45 72 161 X ;' 233 X 107' 25 132' X X X 0 91 X 11 20 365, 20 385 8:00 51'. 160 X 2,11 X 114 li 10 124 X X X 0 5 X 4 9 335 9 344 8:15 44 136 X 180 X 96 10 1061 X X X 0 8 X 17 25 286125. 311 16:30 19 138 X 157 X 175 3 178 X X X ! 0 12, X 29 41 335 41 376 16A5 20 145 X l65• X 1 200 1 201 X X X •' 0 7 X 371 44 366 44 410 17:00 19 148 X 167: X 1 2171 5 222 X X X 0 261 X 32 58 389 58 447 17:1,5 23 1:72 X 195, X 1 254 8 262 X X X 0 23 X 33 56; 457 56 513 I AM Totals => 256 771 X 1027 • X 500 55 555 X X X 0 26 X 35 61 1582 61 1643 PM. Totals => 81 603 X 684 X 846 17 863 X X X 0 68 X 131 199 1547 1991 1746 Grand Total —> 3389 PPRA 1 Observer: John M. Sever INTERSECTION OF: Beginning TABULAR SUMMARY OF TURNING MOVEMENT COUNTS Date: 9/18/96 & 9tl9/96 Day: Wednesday & Thursday City: Fort Collins Prospect Road & Specht'Point Drive. Weather: Overcast.light rain & Sunny Time NB R I T L f Total SB R T L Total EB I R T 1,L Total WB R T L I Total Total NBA SB Total 1EB1WB Total All 730 3 X 7 10 X X X 01 15 2381 X 253' X 231 41 235 101 488 498 7:45 31 X 12 IS X X X 01 35. 2381 X 27.3 X 201 71 208 15 481 496 8:00 31 X 9 •, 12 ' X X X 0 14 184 X 198 X 191 41 1,95 12 393 405 8:15 61 X 6 1211 X X X 0 12 179 X 191 X 1,80 6 186 12 377 399 4:30 4 X 91 13' X I X, X 6 9 224: X 233' X 283 011 283 13 516 529 4A5 2 X 12 14 X X 'X 61 3 1951,X 198 X 223 IT 224, 14 422 436 500 2 X 26 28 X X X 01 6 2301 X 236 X 278 2' 28Q, 28 516 544 5:15 7 .X 28 35' X X X 0 10 2261 X 236 X 262 31 265, 35 501' 536 AM Totals => 15 0 34 49 0 0 0 0 76 839 0 915 0 803 21 824 49 1739 1788 PM Totals => 15 0 75 90 0 0 0 0 28 875 0 903 0 1046 6 1052 90 1955 2045 (Grand Total => 3833 L Pans t APPENDIX B HCS: Unsignali2ed Intersections Release 2.1c PROSP_OS.HCO Pagel vvaaav v eaa a aava as vas aaa avaava a aav a vvvaaaavvaaaaaaaaaavavava aavvvvvvaa Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 asavaaavavavvavavavvavvaaavaaaaaaaavv. a avaaaaaaaaaaaaveaavvvavevaav Streets:: (N-S) Timberline Road (E-W) Midpoint Drive Major Street Direction.... NS Length of Time Analyzed..... 60 (min) Analyst:.. ....,.. JMS Engineering Date of Analysi's........... 9/17/9& Other Information ......... Current AMPeakHour Two-way Stop -controlled Intersection v ............. aa aa a aaaav anaaaaaaavavevava a avaavvaaavvavaa Northbound Southbound Eastbound Westbound L T R I L T R I L T R I L T R No. Lanes 0 1 C 0 0 >" 1 0 0 0 0 1 1 0 1 Stop/Yield N, N Volumes 771 256 55" 500 PHF .9 .9 .9 .9 Grade 0 0 MC's W ;SU/RV's (4) CV's (t) PCE''s " 1.10 -------------------------------------------------------- Adjustment Factors 35 26 .9 .9 0 1.10 1.10 --------------- Vehicle Critical Follow-up Maneuver ----------------------------------------------------------------`- Gap (tg) Time (tf) Left Turn,Major Road "5.00 2-.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release"2.Sc PROSP_03.HC0 Page 2 aavaaaaavavvvavava.aaaaaavaaaavaaaaaaavvvavaaav a vaavasavavav a vvaavavava Worksheet.for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WE EB Conflicting Flows: (vph) 999 Potential Capacity: (pcph) 432 Movement Capacity: (pcph) 432 Prob. of Queue -Free State: ------------------------------"-------------------------- 0.93 Step 2: IT from Major Street SB IHE -------------------------------------------------------- Conflicting Flows: (vph) 1141 Potential Capacity: (pcph) 490 Movement Capacity: (pcph) 490 Prob. of Queue -Free State: 0..86 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State.:, 0.80 -------------------------------------------------------- Step 4: IT from Minor Street WB EB ----------------------`--------------------------`------ Conflicting Flows.:" (vph) 1616 Potential Capacity: (pcph) 123 'Major IT, Minor TH Impedance Factor.: 0.80 Adjusted Impedance Factor: 0..80 Capacity Adjustment Factor due to Impeding Movements 0.80 Movement Capacity;: (pcph) -------------------------------------------------------- 98 Intersection Performance Summary Flow Move Shared Total Rate Cap Cap Delay Movement -------- (pcph) ------ (pcph) ------ (pcph)(sec/veh) ------ WB L 43 98 ------- 64.7 WE R 32 432 9.0 SB L 67 490 8•.5 95t Queue Approach Length LOS Delay (veh) (sec/veh) --- 2.2 F 40.9 0.1 B 0.5 B 0.8 Intersection Delay a 1.,8 sec/veh HCS: Unsignalized Intersections Release 2.1c PROSP_04.HC0 Page 1 LLaaaaaaaa.LLaaaaaaa.aaaaaavaaa.Laa.LL... a.Laaaaa aaaa.Caaa...Laaaaaaaa Center For Microcomputers In. Transportation University of Florida 512 Weil Hall Gainesville, £L 32611-2083 Ph: (904) 392-0378 aaaaaaaaavaavaavaaaaaaaavavaava.Laaavvv aavavavvava .................... Streets: (N-S) Timberline Road (E-W) Midpoint Drive Major Street .Direction .... NS Length of Time Analyzed ... 60 (min) Analyst ................... JMS Engineering Date of Analysis ...........9/17/96 Other Information ......... Current PM Peak Hour Two-way Stop -controlled Intersection vavvvvvvvL IIIIII v aaaavvavvvv v avavavvvavv v evvaaaavaaaavvnc alLNorthboundd laLSouthbound ( LEastToundR I LWestboundR NO. Lanes 0 1 e 0 0 > 1 0 0 0 0 1 0 1 Stop/Yield N :N Volumes 603 81 17 846 131 68 PHF .9 .9 .9 .9 .9 .9 Grade 0 0 0 MCI W SU/RV's (t) CV's :(k) PCE's 1..10 1.10 1.101 ----------------------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1c PROSP_04.HC0 Page 2 vvvava aavvvvvavaaaavvaavavavvvvvava aaaa vaaaa va avvaaa. a avvvaaaavvva Worksheet for TWSC Intersection -------------------------------------------------------- Step 1:.RTfrom Minor Street WB EB Conflicting Flows: (vph) 715 Potential Capacity: (pcph) 601 Movement Capacity: (pcph) 601 Prob. of Queue -Free State: 0.86 -------------------------------------------------------- Step 2.: LTfrom .Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 760 Potential Capacity:, (pcph) 745' Movement Capacity: (pcph) 745 Prob. of Queue -Free -State: 0.97 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major IT Shared Lane Prob. of Queue -:Free State: 0.94 -------------------------------------------------------- Step 4: LT:from Minor Street WB EB --------------------------------------------------------. Conflicting Flows: (vph) 1674 Potential Capacity::: (pcph) 114 Major LT, Minor TH ImpedanceFactor: 0.94 Adjusted.Impedance Factor:: 0..94 Capacity Adjustment Factor due to Impeding Movements 0.94 Movement Capacity: (pcph) __7 ----------------------------------------------------- 107 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) ------ ------ ------ ------- WB L 161 107 • ------- ----- 31.7 P --------- 682.5 WB R 84 601 7.0 0.5 B SB L 21 745 5.0 0.0 A 0.1 Intersection Delay L 77.1 sec/veh • The calculated value was greater than 999.9. N ' u `9eo .1522 .5 paSubsta _ ui ; rl, 6u r Ir, f' 1 ` 'r,;J j ' �= sue... i 1 ��C, rr,.,, � n 1 / -... ' t -I :•.A y` JI�r i , rNort h Yards RAUO - [;1 OL tek Holl ^ n ry Junction a 46 \�4 B 9 ;Sinn_ard 1p IL = y `_ — Y '" 7. ►\.� IIryI;. r _ntown rt ComnS. - • coioiuioo Alrpark _3r.. Gravel Pit • .I — - I - Si Dr tLot, �� ' \ S' a, e _ A', ,�.+ I . III Rosel 'k :. Cem oahencl sal ... STATE HIGHWAY 14 •�� 1N{(I p s,o I' _ F)M C954 hPk- III S • v o u ■ p �• C4 ��„� Tf\Sim ■$. t■ sr '4 N1VER IT ']+j - r 1 -,P=1• � 1fJN71Lj�II1tpI�ll\ _ILN 1LAAx :.. 1C1 3Ls� 1II 1� kkk RRRRJ•L_ Jl .e _-�` tl It� r(lp5 tea. � \j. ....0 `�''.. W 17��f 16 a t 5 f N .. '- '. a IY. u ]1iI QQ�� W Gravel Pit : 2 F - aOSPECT I .lf f, .Y i r"_ L� � '" ; S Rnj ? t ^r o . IRarlin I_.' .. _ c, f,,;,,� `,' w SPRING CREEK T--•-_1— 4- _. (aa - 23, a Elt -O. Z Iheat .: �Ip ,^ -- :� 0 W '`� CENTER I It , 20 t L _ 21 111.E 1, 1 �9 z p iiJ 1(•' `• )51 akes AK DR E ROAD A n _ R : m __ . r•. _... _ L �•BM48I4 'I \ ',29 VI 1C it. 26 ( II 1 u;.g p�O :.i •, 1 j . u I M r ((� Ome bat — J I i5 S 36 <99, 5.., i 31 °a 32 l3� u a Me Clellancks �C 11al-mony f 0=1r3:_. '-a.-✓a _ C _ G asioit I 50,0 NO SCALE SITE LOCATION Figure 1 HCM: SIGNALIZE[) INTERSECTION SUMMARY Version 2.4d 11-2_-1996 Center For Microcomputers In Transportation ____________________________________________________________ Streets: (E-W) prosoect (N-S) timberline Analyst: Matt File Name: Area l,v,oe: Other 11-2;-96 an: am Comment: 07yu short Iona full rinyrou. EastbOUnd Westbound Northbound Southbound L T R L T R L T R •1 L T k ---- ---- ----'I---- --------'---- ---- ---- ---- ---- No. Lanes 1 -< 1 2< > 1 T > 1 Volumes 1 21 635 358; 226 645 9', 433 12 311; 9 10 PHF or PK1510.90 0.90 0.90'•10.90 0.90 0.90:�O.90 0-.90 0.90.10.90 0.90 0.90 Lane W (ft); 12.0 12.0 ;12.0 12.0 12.0 12..0; 12.0 Grade 0 0 0 0 % Heavy Veh; 2 2 2.; 2 2 2; 2 2 2 2 Parking I(Y/N) N I(Y/N) N ;(Y/N,l N �;(Y/N) N Bus Stops 01 0! 0;. 0 Con. Peas 0: 0; 0,; 0 Ped 'Button ;(YIN) Y 1.1.5 s.;(Y/N) Y 8.5 s;(Y/N) Y 17.5 s1(Y/N) Y 17.5 Arr Type 3 3 3 3 3 3i 3 RTOR Vols 011 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 Prop. Share; Prop. Prot.! •; ; , ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * INB Left ' Thru i Thru Right ' ; Right Peas * Peds WB Left " * ;SB Left Thru ' Thru Right * Right Peds * Peds NB Right IE6 Right SB Right ;Wb Right Green 14.OA 41.OA ;Green 31.OA Yellow/AR 4.0 5.0 lYel)ow/AR 5.0 Cycle 'Length: 100 secs Phase combination order` #1 #2 #5 ----------------------------------------------------------------- -- -Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 104 243 U.220 0.430 11.6 6 17.2 C TR 1515 3524 0.765 0.430 17.3 C WB L 340 1770 0.738 0.610 21.6 C 15.8 C TR 1599 3718 - 0.477 0.430 13.4 EB NB LT 520 1575 0.950 0.330 41.2 E 32.6 0 R 522 1583 0.674 0.330 21.0 C SB LTR 444 1346 0.054 0.330 14..6 B 14.8 6 Intersection Delay = 20%9 sec/veh Intersection LOS = C Lost Time/Cycle. L = 9.0 sec Critical v/c4xl = 0.662 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMAPI Version 2.4d 11-23-1996 Center- For Microcomputers In Transportation Streets: (E-W) prospect (N-S) timberline Analyst: Matt FileName: Area Type: Other 11-23-96 am pm Comment: 1. 9C short Iona full rin/rout ------------------------ ------- Eastbound Westbound Northbound Southbound L T k 1 L T R 1 L T R L I R ---- ----'---- ---- No. Lanes 1 2< 1 2> 1 i ;• > 1 < Volumes 9 612 4931 328 835 6; 373 7 278.; 6 15 16 PHF or PK15 I0.90 0..90 0-.90:0.90 0.90 0..90,;0-.90 0.90 0.9010.90 0.90 0.90 Lane W (ft);12.0 12.0 :12.0 12.0 12.0 12.0; 12.0 Grade 0 i_ 0 1 0 0 Heavy Veh; 2 2 2' 2 2 2! 2 2 21 2 2 2 Parking ;(Y/N) N I(Y/N) N !(Y/N.) N :(Y/N).N bus Stops ; 0'.I 0; OI 0 Con. Peds i 0; 0; 0 Ped button ;(Y/N) Y 11.5 s1(Y/N) Y 8.5 _s;(Y/N) Y 17.5 s;(Y/N) Y 17.5 Arr Type 3 3 3 ? 3 3; 3 RTOP Vols OR 01 0; 0 Lost Time ;.3.00 3.00 3.00-13.00 3.00 3.00t;3.00 3.00 3.0.0;3.00 3.00 3.00 Prop-. Share; Prop. Prot.; ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2a, 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 Riaht ;EB Right SB Right ;WS Right Green 18.OA 47.OA ;Green 31.OA Yellow/AR 4..0 5..6 ;Yellow/AR 5.0 Cycle Length: 110 secs Phase combination order: #1 #2 #5 ---------------------------------------------------------------------- Intersection Performance Summary _ Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 68 152 0.148 0.445 11.8. 0 20.2 C TR 1548 3476 0.832 0.445 20.2 C Wb L 373 1770 0.976 0.645 52.3 E 25.3 D TR 1658 3721 0.592 0.445 15.3 C NB LT 420 1400 1.005 0.300 59.9 E 44.6 E R 475 1563 0-.651 0.300 23.:8 C SB LTR 360 1:268 0.110 0.300 18.0 C 18.0 C Intersection Delay - 27.4 sec/veh Intersection LOS = D Lost Time/Cycle. L = 6.0 sec Critical v/c(x) = 0.931 ---------------------------------------------------------------------- e HCS: Unsignali-zed Intersection=. Release 2.1d Page i HCS: Unsionalized Intersections Release 2.Id Pape 2 Center For Microcomputers In Transportation University of Florida Worksheet for TWSC Intersection 512 Weil Hall ________________________________________________ Gainesville, FL 32611-2063 Step 1: RT from Minor Street NB S8 Ph:: (904) 392-O"78 ---------------------------------------------------- ConflirBing Flows: (vph) 322 Streets: (N-S) specht point drive (E-W) prospect Potential Capacity: (pcph) 951 Major Street Direction.... EW Movement Capacity: (pcph) 951 Length of lime Analyzed... 60 (min) Prob. of Queue -Free State: 0.98 Analyst................... mjd --_-__________-_-_--__--_------------__________-__ Date of Analysis.......... 1.1123/ Other Information......... 1996 short / long ram pm ful Step 2: Ll from Major 'Street -------------------------------------------------------- WB EB I rin/rout Conflicting Flows: (vph) 643 Two-way Stop-contro lied Intersection Potential Capacity: (pcph) 774 ---------`- ------------=---=--------'__=_________=___`= Movement Capacity: (pcph) 774 Eastbound , Westbound I Northbound ; Southbound Prob. of Oueue-Free State: 0.97 L 7. k L T k I L 1" k L 1 k -------------------------------------------------- Step 4: LT from Minor Street NB SB No. Lanes 1 0 2 <. 0; 1 2. 0 I 1 0 1 1 0- 0 0 ___._____________________________________________________ Stop/Yield N; N; Conflicting Flows: (vph) 1160 Volumes 503 76:; 21 482 34 151 Potential Capacity: tpcph) 1�92 PHF .9 .9; .9 .9 ..9 .9; Major LT, Minor TH Grade 0 0 0 impedance factor•: 0.97 MC's (%) I Adjusted Impedance Factor: 0.97 SU/RY's (%); 1 Capacity Adjustment Factor CV's (%) ; ; due to Impeding Movements 0.97 PCE's ; :1.1.0 :1.10 -------`-------------------------------------------------------------- 1.10: Movement Capacity: (pcph) -------------------------------------------------------- 186 Intersection Performance Summary Adjustment Factors Avg.. 95% Flow Move Shared Total. Queue Approach Vehicle - Critical Follow-up Rate Cap Cap Delay Length LOS. Delay Maneuver Gap (tg) Time (tf) Movement (pcph) (pcph) (Pcph)(,sec/veh) (veh) (sec/veh) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 -------- ------ ------ ------ BNB L 42 186 ------- ------- ----- 25.0 1.0 D --------- Right Turn Minor Road 5.50 2.60 18.5 Through Traffic Minor Road 6.50 3.30 NB k 19 951 3.9 0.0 A Left Turn Minor Road 7.00 3.40 WB L 25 774 4.8 0.0 A 0.2 Intersection Delay = 0.9sec/veh - - HCS: Unsignalized Intersections Release 2.18 Page 1 -------------------- Center For Microcomputers In Transportation ------------------------ HCS: Unsignali�zed Intersections Release 2.1d Page 2 Universitv of Florida 5l2 Weil Hall Worksheet for TWSC Intersection Gainesville. FL 32611-2083 Ph: .(904) 392-0378 Step 1: kl from Minor Street NB SB Streets: fN-5) specht point drive (E-W) Prospect Conflicting Flows: (vph) 307 Major Street Direction.... EW Potential Capacity:(pcph) 968 Length of Time Anal!yzed... 60 (min) Movement Capacity: (pcph) 966 Analyst; .................. mjd Prob. of Queue -Free State: 0_98 Date.of Analysis.......... 11/23�U — -------------------------------------------------------- Other Information......... C1 96short long am Pm ful Step 2: LT from Major Street WB Eb T rin/rout Two-way Stop -controlled Intersection Conflicting Flows: (vphi) 614 Potential Capacity: (pcph) 803 Eastbound Westbound 1 Northbound Southbound Movement Capacity: (pcph) 803 L T R! L T R! L !---- --- ----!---- ---- ----I---- T k L T k ---- Prob. of Queue -Free State: 0.99 No, Lanes 0 2< 0 1 2 0 !. 1 0 i! 0 0 0 Step 4: LT from Minor Street NB Stop/Yield ! N! N;. :! -----------------------------------------------------SB Volumes ! 525 28! 6 628 -75 15! Conflicting Flows.: (vph) 1304 PHF ! 9 .9! .9 .9 i .9 .9f Potential Capacity: (pcph) 155 Grade 0 0 0 Major LT, Minor TH MC'-s (%) ! ! ! Impedance Factor: 0..99 SU/kV's (%)! ; Adjusted Impedance Factor: 01,99 CV's (%) !! Capacity Adjustment Factor PCE's !1.10 !1.10 1. 1'0'i! due to Impeding Movements 0.99 -------------------------------------------------------------`--------- Movement Capacity: ('pcph) 153 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 ------------------------------------------------- o----- Movement (pcph) (pcph) (Pcph)(sec/veh) (veh) (sec/veh) Left Turn Major Road 5.50 2:10 ________ ______ ______ ______ _______ _______ _ kight Turn Minor Road _ 5.50 2.60 NB L 91 153 56.6 3.9 F ThroughTrafficMinor Road 6.50 3.30 - - 47 8 Left Turn Minor koad 7..00 3.40 NB k 19 968 -J.8 0.0 A WB L 8 803 - 4.5 0.0 A 0.0 Intersection Delay = 3.4 sec/veh APPENDIX C i L V UNSIGNALIZE® INTERSECTIONS I I Intersection Total Delay = (Vehicle Total Delay x Volume) _ 1Uolume I I a Level -of -Service (Intersection) = Level -of -Service Average Total Delay, sec/veh A 55 B >5and 510 c > 10and520 D >20and 530 E > 30 and 5 45 P > 45 " Level of Service for Signalized Intersections Level of service. for signalized inlersections 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 (lie average stopped delay per vehicle for a 15-min an period. The criteria are given in Table 9-1. Delay may be measured in the field or estimated using procedurespresented 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 Mc ratio for the lane group in question. LOS A describes operations wi(itth very low delay, up to 5 sec per vehicle. This level or 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 tip to 25 see per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. individual cycle faiinres may begin to appear at this level. The number of vehicles stopping is signiticant at this level, though many still pass through the intersection without stopping. LOS D describes operations with delay prenter than 25 and up to 40 sec per vehicle. At level D, the influence of congestion becomes more not ceahle. Longer delays may result frorn some combination or unfavorable progression, long cycle lengths, or high Mc ratios. Many vehicles stop, and the proportion of vehicles no( stopping declines. Individual cycle failures are noticeable. LOS F. describes operations with delay greater Ihan 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 Mc 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 most drivers, often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of life intersection. It may also occur at high Me 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 SIONAIAZED IN1FRSECTIONS LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC) A _55.0 B >5.0 and 5 15.0 C > 15.0 and S 25.0 D >25.0 and 5 40.0 E >40.0 and 5 60.0 F >60.0 APPENDIX. D - - ---- ------ --_. I. -.. HCS: Unsignali,zed Intersections Release 2.1d image 1 HCS: Unsionalized l�ntersections _ kelease 2. 1tl Tape. Center,For- Microcomputers In Transportation University of Floride 5''1,2 Well Hall Worksheet for T.WSC Intersection Gainesville. FL 3261,1-2083 -------------------------------------------------------- Ph:: (904.) 392-03,78 ,Step 1: RT from Minor Street WS ES Streetsc (N-S) timberline (E-W) midpoint ------------------ ------------------------------------ Conflicting Flows: (vph) 956 Major Street Direction.-... NS Potential Capacity: (pcph) 454 Length of Time Analyzed .._. 60 (min) Movement Capacity: (pcph) 454 Analyst .................... mjd Prob. of Queue -Free State: 0.66 Date of"Analvsis........... 11/23/96 Other Information ........... 1996 short long am Pm ful -------------------------------------------------------- ,Step 2: LT from Major Street SB NB 1 rin/rout ---- ____________________________________________________ Two-way Stop -controlled :Intersection Conflicting Flows: (vph) 1328 ,Potential Capacity: (pcph) 399 Northbound •I Southbound Eastbound I Westbound 'Movement Capacity: (pcph) 399 L T R; L T R L T R L T •R Prob. of Queue -Free State: 0.40 ---- ---- ----'I---- ---- No. Lanes 0 1 1 '1 1 ----'---- ---- ----f---- 0 0 0. 0 ---- ---- 1, 0 1 -------------------------------------------------------- Step 4: LT from Minor Street WB EB Stop/Yield ; N'! N1 _____________________________________________________ Volumes ; 860 33.5:: 195 595 ; 80 125 Conflicting Flows: (vph) 1834 PHF ; .�9 .9; .9 .9" .9 .9 Potential Capacity: (pcph) 92, " Grade 0 i 0 0 Major Lt. Minor TH MC's (%) I Impedance Factor: 0.40 SU/RV-'s (%:); ; 1 ; Adjusted Impedance Factor: 0.40 CV's (%) Capacity Adjustment Factor PCE's ;1.. 110 ; 1,1. TO 1.10 .due to Impeding Movements. 0.40 _______________________________________________________________________ Movement Capacity: (pcph) _-_______________________________________________________ 37 ,Intersection 'Performance Summary Adjustment Factors Avg. 95% Vehicle Critical Follow-up Flow Move Shared Total Oueue 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 5.00 2.1.0 -------- ------ ------ ------ -------------- ----- --------- Right Turn Minor 'koad 5.150 2_60 WB L 98 37 " 32�.1 F Through Traffic'Minor Road 6.00 3.30 ' Left Turn Minor Road 6:50 3.40 W6 R. 1153 454 11.�9 1.7 C SP. L 239 399 22.3 4.4 D 5.5 Intersection Delay = 120.1. sec/veh * The calculated value was areater than 9.99.:9:. HCS: Unsignalized Intersections Release 2.ld Page Center For Microcomputers Fn Transportation University of Florida 5.1, Weil Hall Gainesville. FL 32611-208S Ph: (904-) 392-0378 Streets: (N-S) timberline (E-W) midpoint Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analvst................... mjd Date of Analysis.......... 11/23/96 Other- Intormation:......: 1996 -short , long am pm �ful 1 rin/ro Two-way Stop -controlled Intersection Northbound ;-Soutnbound Eastbound Westbound L T R ; L T R L T R L T R ---- ---- ----I---- ---- ----I:---- --------'---- ---- ---- No. Lanes 0 1 1 ; 1 1 0 ; 0 0 0 1 0 1 Stop/Yield N; N Volumes ; 715 120: 95 955 1185 170 PHF .9 .9; .9 .9 .9.9 Grade 0 ; 0 0 MC's (%) SU/RV's (%); CV's (%) PCE's :1.10 11.10 1.10 ---------------------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.-60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.,40 HCS: Unsignalized Intersections Release 2.1d Work sheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street Wb EB Conflictinc• Flows: (vph) 794 Potential Capacity: (pcph.) 548 . Movement Capacity: (pcph) 548 Prob. of Oueue-Free State: 0.62 iorStreet Stepz_LTfrom Ma_ SB NB --- - ------------------------ Conflicting Flows: (vph) 927 Potential Capacity: (pcph) 620 Movement Capacity: (pcph) 620 Prob. of Oueue-Free Stater 0.81 -------------------------------------------------------- Step 4: LT from Minor Street W8 EB -------------------------------------------------------- Conflictina Flows: (vph) 1962 Potential Capacity: (pcph) 77 Major LT. Minor TH Impedance Factor: 0.81 Adjusted Impedance Factor: 0.81 Capacity Adjustment Factor due to Impeding Movements 0.81 Movement Capacity: (pcph) -------------------------------------------------------- 62 Intersection Performance Summary Avg. 95% Flow Move Shared Total Oueue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) ------- ------- ----- (sec/veh) --------- -------- ------ ------ ------ WE L 227 62, * 63.6 F WB R 208 548 10.6 2-.0 C 58 L 117 620 7.2 0-.8 B 0..6 Intersection Delay = 408-.0 sec%veh * The calculated value was greater than 999.9. E Page 2 HCM: SIGNALIZED IN.TERSECIION SUMMARY Version 2.4d 11-23-1996 Center For Microcomputers In iransportation Streets: (E-W) prospect (N-5) timberline Analyst: Matt File Name: Area Type: Other - �- 11-23-96 am om Comment: 1996 short long (full rin/rout Eastbound I Westbound I Northbound I Southbound 1 L T R: L T R I L T R L T R --------:---- --------F---- ---- ---- I ---- ---- ---- No. Lanes 1 1 2 < 1 1 2 < 1 2 1 1 1 1 1 1 Volumes 1 225 470 3501• 110 440 2701 390 370 2101 110 370 140 PHF or PK15:0.90 0.90 0.,901.0_.90 0.90 0.90:0.90 0.90 0.90!0.90 0.90 0.90 Lane W (ft)112.0 12.0 1,12.0 12.0 112..0 12.0 12.0:12.0 1.2.0 12.0 Grade 1 0 1 0 1 0 0 % Heavy Veh1 2 2 21 2 2 2': 2 2 2! 2 2 2 Parking !(Y/N) N I(Y./N) N 1(Y/N) N I(Y/N) N bus Stops 1 0: 011 01 0 Con. Peds 1 0: 01 01 0 Ped Button 1(Y/N) Y 17.5 s:(Y/N) Y 14..5 s;(Y/N) Y 1�7.5 s:(Y/N) Y 17.5 Arr Type 1 3 -.3 1 3 3 ! 3 3 3! 3 3 3 RTOR Vols 1 0: 0i 0: 0 Lost Time 13.00 3.00 3.0013.00 3.00 3.00:3:00 3.00 3.00:3.•00 3.00 3.00 Prop. Share: 1 Prop. Prot..! 1 1 : Signal Operations Phase Combination 1 2 3 4 1 5 6 -7 8 EB Left * * 1ND Left Thru * I Thru Right * : Right Peds * Peds W6 Left * * 158 Left Thru I Thru Right I Right Peds * Peds NB Right !EB Right :SB Right :WB kiaht Green 13.OA 27.OA :Green 14.OA 26.OP Yellow/AR 4.0 5.0 :Yellow/AR 4.0 5-.0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 ---------------------------------------------------------------- Intersection Performance Summary `Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delav LOS Delay LOS ----- ---- ------- ----- ----- ----' --- ----- --- EB L 3.22 1770 0.776 0.460 21.8 C 32.1 D TR 1011 3487 0.946 0.290 34._8 D WB L 322 1770 0.379 0.460 12.9 B 23.4 C TR 1'.019 3513 0.813 0.290 24_9 C NB L 531 3539 0.840 0. 150 34.7 D 27.3 D T 559 1863 0.735 0-.300 23.8. C R 475 1583 0.491 0•.300 19:.2 C SB L 340 1,770 0.359 0.480 11.4 6 20.2 C 7 559 1863 0•. 7350•: 300 23.8 C R 475 f583 0.328 0.300 17.7 C Intersection Delay = 26..6 sec./veh Intersection LOS = D Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.-865 MCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 11-23-1996 Center For Microcomputers In Transportation Streets: (E-W) prospect f.N-S) timberline Analyst: Matt File Name: Area Type: Other 11-23-96 am pm Comment: 1996 short. long fu1T rin/rout Eastbound Westbound ' Northbound I Southbound : L T R : L T k I L T k : L T k I'---- ---- ----1---- - ---- ---- '---- No. Lances 1 1 I I < 1 2< 2 1 1 1 1 1 1 Volumes. 220 440 435: 210 580 310: 350 355 1701 80 385 185 PHF or PY,15:-0.90 0.90 0.9010.90 0.90 0.90:0.90 0.90 0.90:10.90 0.90 0.90 Lane W (ft):1.2.0 12.0 :12.0 12.0 112.,0 1.2..0 12.011,2.0 1.2.0 12.0 Grade 1 U 0 1 0 0 % Heavy Veh; 2 2 21 2 2 2: 2 2 2' 2 2 2 Parking :(YIN) N 1(Y/N) N 1-(Y/N) N 1(Y/N) N bus Stops 0: 0: 01 0 Con, Peds 1 0: 0: 0: 0 Ped Button 1(Y/N) Y 1•.7.5' s:(Y/N) Y 14.15 s;(Y,/N) Y 17.5 si(Y/N) Y 17.5 Arr •Type 3 3 3 3 1 3 3 31 3 3 3 RTOR Vols 0: 0! . 0.1 0 Lost Time !3.,00 3.00 3.00-:3.00 3.00 3.00 P3.00 3.00 3-.0013.00 3.00 3.00 Prop. Share: : Prop. Prot.: : ----------------------------------------------------------------------- S,ianal Operations Phase Combination 1 2 3 4 1 5 6 EB Left * * IND Left Thru * I Thru '* Right * 1 Right Peds * Peds WB Left * :SB Left Thru I Thru Riaht * : Right Peds * I Peds NB Right :EB Right Sb Right :NB Right Green 12.OA 31.OA :Green 12.OA 27.OP Yellow/AR 4.0 5_0 :Yellow/Ak 4.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- --- E8 L 305 1770 0.800• 0.490 24.7 C 27.0 D TR 1136 3448 0.897 0.330 27.5 D WB L 305 1770 0.764 0.490 21.8 C 25.9 D TR 1165 3531' 0.890 0.330 26.6 D NB L 460 3539 0.872 0.130 39.1 D 29,.2 D T 540 1863 0.729 0.290 24.1 C k 459 11583 0.412 0.290 L8.8 C� SB L 305 1770 0.292 0..456 11...9 B 22.7 C T 540 1863 0.792 0.290 26.6 10 R 459 1583 0.449• 0.290 T9.2 C Intersection Delay = 26..4 sec/veh Intersection LOS = D Lost Time/Cvcle. L = 1:2.0 sec Critical v/:c(.x) = 0.674 ----------------------------------------------------------------------- I Roads The primary streets near Spring Creek Center are Prospect Road, Timberline Road, Midpoint Drive, and Specht Point Drive. Prospect Road borders Spring Creek Center on the north. It is an east -west street designated as an arterial in the "North Front Range Regional Transportation Plan," (NFRRTP) 10/94 and the Fort Collins Master Street Plan. Prospect Road has a four lane cross section with a concrete median west of Timberline and a painted median east of Timberline. The existing speed limit in this area is 35 mph. Timberline Road is west of Spring Creek Center. It is a north -south street designated as a major arterial on the Fort Collins Master Street Plan. It is a two lane road that terminates several hundred feet north of Prospect. The Prospect/Timberline intersection has signal control. Midpoint Drive and Specht provide access to the Spring commercial uses located south intersection. Existing Traffic Point Drive are local streets that Creek Center site and the other and east of the Prospect/Timberline Recent peak hour turning movements at the Prospect/Timberline, Prospect/Specht Point, and Timberline/Midpoint intersections are shown in Figure 2. Raw traffic count data is provided in Appendix A. These counts were obtained in September, 1996. Existing Operation The Prospect/Timberline, Prospect/Specht Point, and Timberline/Midpoint intersections were evaluated. The peak hour operation is shown in Table 1. The calculation forms are provided in Appendix B. Appendix C describes level of service for signalized and unsignalized intersections from the 1994 Highway Ca ap city Manual. All movements at these intersections operate acceptably, with the exception of the westbound left turns at the. Timberline/Midpoint intersection and the northbound left turns at the Prospect/Specht Point intersection. These operate at level of service F. This is normal for minor street left -turn movements along arterials during the peak hours. Acceptable operation during the peak hours is defined as level of service D or better. Experience indicates that if level of service D can be achieved during the peak hours, operation will be at level of service C or better for 20-22 hours of an average weekday. 2 HCS,: Unsignalized Intersections Release 2.1d .Pace i as a=aaaaa aaccaaaaaacananaaaaaavaaaaavvaaavaaaaaava�aavaavvacvevavaaa Center For Microcomputers In Transportation University .of Florida 51'2 Neil 'Nall Gainesville, 'FL 32611-2083 Ph: (�904) 392-0378 caavcaaa=aaaavavaaaa=aaaavaacaa==aacaaaaaaaoaccaaac=aaaaacaaasacavcaaa (Streets; a (N-S) specht point drive (E-N) prospect Major Street Direction..... EN Length of Time Analyzed... 60 (min) Analyst ......:.::......... mjd Date of Analysis.......... 11/24/96 Other Information.......,.. 1996 ( short long .-am pm full rin Two-way Stop -controlled Intersection ccccaavaaaaavavvavaacnavvnaaavvvavacavavaaaaavavvaavavvaavavaaaaaaaa=aa Eastbound Westbound I Northbound 1 Southbound L T R 1 L. T R I L T R L T R 'I---- --------1---- ---- ----I--- ---- ---- ---- -No. Lanes 0 2 1 : 1 2 0 1 1 0 1 'r. 0 0 0 Stop/Yield : NI W Volumes 366 135: 50 423 70 130:� PHF 1 .9 .91 ..9 .9 .9 .9; Grade i 0 i 0 0 MC's ($) SU/RV's ($):1 I CV's (%) I PCE's - I1.10 :1.10 1.10: F HCSI: Unsignall.ized Intersections Release 2,.1d Page 2 ava=cva aaaaaacaacvacaava anevnavvanvnaannanannnnvvvnvvaaaaaaccacaa Norksheet for TNSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows,: (vph) 204 Potential Capacity;:. (pcph) 1091 Movement Capacity: (pcph) 1091 Prob. of Queue -Free State: 0.86 -------------------------------------------------------- Step 2: LT -from Major ------------------------------------------------- Street NB EB --- Conflicting Flows: (vph) 557 Potential Capacity: (pcph) 661 Movement. Capacity: (pcph) 861 Prob. of Queue -Free ------------------------------------ State: -- 0.93 ------------- Step 4 LT from Minor Street ------------ NB---------- 9B ---------------------------- Conflicting Flows:; (vph) 933 Potential Capacity: (pcph) 268 Major LT, Minor TH Impedance Factor: 0.93 Adjusted Impedance Factor: 0.93 Capacity Adjustment Factor due to Impeding Movements 0.93 Movement Capacity: (pcph) :249 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 ---�--- NB L ------ 86 ------ ------------------ 249 22_0 --�- 1.7 D --�-W- Right Turn Minor Road 5.50 -2.60 10.2 Through Traffic Minor Road 6.50 3.30 NB R 158 1091 3.9 0.5 A Left Turn Minor Road 7.00 3.40 RB L 62 061 4,.5 0.1 A 0.5 Intersection Delay - 1.9 sec/veh r, k HCS: Unsianalized Intersections Release 2.1d Page 1 ----""--"""'--""'-' ""-"--"---- """'----'------ H(:,: Unsionalized Intersections Release Z.Id Pao-_ Center For Microcomputers In Transportation =-------------------------------------------------------- ------------- -------------- ----_- University of Florida 512 Well Hall Worksheet for TWSC Intersection Gainesville, FL 32611-2083 ---------------------------------_______________________ Ph: (904) 392-0378 Step I: RT from Minor Street NP SE Streets: (N-S) specht point drive (E-W) prospect __--_-_--_________-___________________________________- Conflicting Flows: (vph.) 206 Major Street 01rection.... £W Potential Capacity: (pcph) 1089 l Lenath of Time Analyzed... 60 (min) Movement Capacity: 1pcph) 1089 Analyst ................... mjd Prob. of Queue -Free State: 0_95 Date of Analysis.......... 11/24/96 Other lntormation......... 1996 //-- �— short long am (pm lfull -------------------------------------------------------- Step 2: LT from Major Street--_-________ WB_______-___EB rinrou ____________________________ Two-way Stop -controlled Intersection Conflicting Flows: (vph) 485 Potential Capacity: (pcph) 941 Eastbound ; Westbound Northbound I Southbound Movement Capacity:- (pcph) 941 L T R! L T --------!---- ---- R! L T R ----I---- --------!---- L T R Prob. of Queue -Free State: 0.95 !---- No. Lanes ! 0 2 1! 1 2 0 1 0 1! 0 0 0 Step 4: LT from Minor Street NB SB Stop/Yield ! NA N.: -------- ----------------------------------------------- Volumes ; 372 65'.: 35. 552 ! 130 45; Conflictina Flows: tvph) 1065 PHF .9 .9I .9 .9 .9 .S; Potential Capacity,: (pcph) 221 Grade 0 0 ! 0 Major LT, Minor TH MC's (%) ! ! impedance Factor: 0.95 SU/RV's (%); ; ! Adjusted Impedance Factor: 0.95 CV's (%) ! '; Capacity Adjustment Factor PCE's !1.10 !1.10 1.10: due to Impeding Movements 0.95 _______________________________________________________________________ Movement Capacity: (pcph.) ________________________________________________________ 211 '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 ------------------------------------------------`--------------- (veh)(veh) Movement ---- (sec/veh) Left Turn Major Road 5.50 2 10 ---- ---- ------ ----- Right Turn Minor Road 5.50 2:60 NB L 158 211 63.2 6.9 F Throuah Traffic Minor Road 6.50 3.30 47.9 Left Turn Minor Road 7.00 3.40 N8 'R 55 1089 3.5 0.0 A WO L 43 941 4.0 0.0 A 0.2 Intersection Delay = 7.1 sec/veh 1ti APPENDIX E HCS: Unsignalized Intersections 'Releas,e 2.ld Page Center- For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 'Ph: (904) 392-0378 Streets (N-S) timberline (E=W) midpoint Major Street Direction.... NS Length of lime Anallyzeo..,.. 60 (min) Analyst-. ..... :* .......... mjd Date of Analysis............ 11/2'1/96 _ Other Information ... ,...... .. 1996 short long am pm ful 7 r in/rou Two-way Stop -controlled Intersection Northbound Southbound I Eastbound Westbound L T. R '; L T R L T R L T.R ---- ----'I---- ---- ---- ----I---- ---- ---- No.Lanes 0 1 1 0 1 0; 0 0 0 0 0 1 Stop/Yield N;; N; ; Volumes i 860 335: 675 125 PHF. .9 ,9:; .9 i .9 Grade 0 ; 0 I 0 MC's (%) P SU/RV's CV's (%•) ; PCE's ; 1.10 ----------------------------------------------------------------------- Adjustment Factors Vehi cle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2-10 Right Turn Minor Road 5.50 2-.60 Through Traffic !Minor Road 6.00 '-30 Left Burn Minor Road 6...50 3.40 HCS: Unsionalized intersections Release 2.1d Page 2 Worksheet for TWSC Intersection Step I: RT from Minor- Street W0 E8 Conflicting Flows: (vph) 956 .Potential Capacity: (pcph). 454 Movement Capacity: (pcph) 454 Prob. of Queue -Free State: 0..66 -------------------- ---------------------------------- 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) ------ ------ ------ - ------- ----- 11.9 WE R 153 454 11_9 1.7 C Intersection Delay = 0.7 sec/veh HCS: Unsiana)ized intersections Release 2.lo Page Center For- Microcomputers In Transportation University of Florida 5,12 Weil Hall Gainesville, FL 326.11-2083 Ph: (904) 39.2-0..76 Streets: (M-5) timberline (E-W) miapoint Major Street Direction.... NS Length of lime Analyzed.... 60 (min) Analyst.: ........... ..... mid Date of Analysis.......... 11/23/96 Other Information......... 1996 snort long am pm ful 1 rin/.rout Two-way Stop -controlled lntersectio Northbound Southbound Eastbound Westbound L T R L T R L T R L 1 R --- ----L--- ---- ----i---- ---- ---- No. Lanes ; 0 1 1 0 1 0 0 0 0 U 0 1 Stop/Yield ; N; N; Volumes 715 1,20-.: 1140 170 VHF .9 .9; .9 i .9 Grade 0 0 0 MC's (%) SU/RV's CV's (%) PCE's l.le ----------------------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (t9) Time (tf) __________________________________________________________________ Left Turn Major Road 5.00 2.10 Right Turn Minor koad 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2..1d Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step I: RT from Minor Street WB EB Conflicting flows: (vph) 794 Potential Capacity: (pcph) 546 Movement Capacity: (pcph) 548 Prob. of Queue -free State: 0.62 -------------------------------------------------------- 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) -------- ------ ------ ------ ------- ------- ----- --------- 10.6 Wb k 206 546 1.0.6 2.0 C Intersection Delay = 0.6 sec/veh HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 11-"t4-1:996 Center For Microcomputers In Transportation Streets (E W) prospect (N S) timberline Analyst: Matt File Name 11 Area. Type Other��a� ��-- 11 24-96`J pni Comment i956 short long rinir ou. --------- ------' -----'---_______=- Eastbound Westbound Northbound Soutnbound L T R ; L T R L T R L T k ---- ----I---- ---- ----'---- ---- --- ---- ---- No. Lanes 1 � _ I 2 1 1 1 1 1 Volumes 225 530, 290: 180 440270: 390 370 710:1 165 315 140 PHF or PK15;0.90 0.90 0-9010.90 0_90 0.,9010.-90 0.90 0.90;0.90 0.90 0.90 Lane W (ft); 1,2.0 12.0 ;12.0. 12.0 :,12.0 12.0 13.0: 12,.0 12.0 1,2.0 Grade I 0 0 0 0 Heavy Veh; 2 2 2:; 2 2 .2b 2 T! 2 2 2 Parking ;(Y/N) N ;(Y/N) N ;(Y/N) N ;(Y/N) N' Bus Stops 0': 0; 0; 0 Con. Peds i 0.: 0; 0; 0 Ped Button (Y/N) Y 17.-5 s:;(Y/N) Y 14.5 s;(Y/N) Y 17.5 s;(Y/N) Y 17.5 Arr Type ; 3 3 ; 3 3 3 3 31 3 3 3 RTOR Vo-Is 0�i '0; 0; 0 Lost Time 13.00 3.00 3..00;3.00 3.00'3.0013.00 3.00, 3:0013.00 3.00: 3.00 Prop. Share; I' Prop. Prot.; I ---------------------------------------------------------------------- Signal.Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * * ;NB Left Thru * Thru Right * Right Peds * Peds WB Left * ;SB Left Thru * Thru Riaht * 'Right ' Peds i Peds NB Right :EB Right SB Right ;WB Right Green 13.OA 27.OA ;Green 14.OA 28.OP Yellow/AR 4.0 5.0 :Yellow/AR 4.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #2 #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 322 1770- 0.776 0.460 21.8 C 30.9 D TR 1.023 3528 0.935 0.290 33.3 D WB L 3.22 1770 0.621 0.460 15.:8 C 23.1 C Tk 101.9 3513- 0.813 0.290 24.9 C NB L '531 3539 0.040 0. 1.50 34.7 D 27.3 D T - 559 1863 0.735 0.300 23 .B C R 475 1583 0.491 0.300 19.2 C 58 L 340 1770 0.536 0.480 13.1 B 16.2 C T 559 1863 0.626, 0.300 21.1 C R 475 1583 0.326 0.300 17.7 C Intersection Delay = 25.8 sec/veh Intersection LOS = D Lost Time/Cycle. L. = 12.0 sec Critical v/c(x) = 0-.661 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 11-24-1996 Center .For Microcomputers In Transportation Streets: (E-W) prospect (N-S) timberline Analyst:. Matt File Name: /• Area Type. Other - - L1zL?.4 46 am !pm Comment: 1996 ' hort long rin/rou ----- ------------------- Eastbound Westbound Northbound Southbound L T k L T R L T k L T R ---- --------(---- ---- ---- ---- ---- --- ---- ---- ---- No. Lanes ; 1 2 < 1 2 < 2 1 1 1 1 1 Volumes 1220 470405: 365 580 310: 350 355 170: 1.10 355 185 PHF- or PK151-0.90 0.90 0.90,: 0.90 0.90 0.90;0.90 0.90 0.go: :0.90 0.90 0.90 Lane W ('ft)I12-.0 12..0 I12.0 1,2.0 :12-.0 12.0 12.0: 12..0 12.0 12..0 Grade 0 ; 0 ; 0 ( 0 a Heavy Veh I; 2 21 2 2-I 2 2 2; 2 2 2 Parking (1/N) N (Y/N) N 1(Y/N) N ;(Y/N) N E•us Stops 0; 0; 0; 0 Con. Peds 01 01 01 0 Ped Button I(Y/N) Y 17.5 s;(Y/N) Y' 14.5 s;(Y/N) Y 17.5 s;(Y/N) Y 11.5 Arr Type _ 3 3 3 1 3 3 3: 3 3 3 RTOR Vols 0; 0;: Di 0 Lost Time :3.00 3.00 3.00:3.00 3.00 3.00:3.00 3.00 3.00:3.60 3_00 3.00 Prop. Share; Prop. Prot.; 1 Signal Operations Phase Combination 1 2 3 .4 I 5 6 7 6 E8 Left * * ;NB Left Thru * ; Thru Right * kight Peds * ; Peds WB Left * * 1SB Left Thru * lhru Riaht * Right Reds * ! Peds NB Right :EB Right SB Right :WB Right GreenI8.0A 29.OA Grreen 12.OA 23.OP Yellow/AR 4.0 5..0 )Yellow/AR 4.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C - -Approach: Mvmts Cep Flow Ratio Ratio Delay LOS Delay LOS EB ---- L ---- 411 ------- 1770 ----- 0.594 ----- 0.530 ----- 14.3 --- B ----- 30.3 --- D TR 1075 3467 0_950 0.310 34.1 D W8 L 411 1770 1.041 0.530 65.5 F 42.9 E Tk 1095 3531 0.947 0.310 33.6 D NB L 460 3539 0.872 0.130 39.1 D 33.0 0 T 466 1863 0_846 6.250 32.4 D R 396. 1583 0.478 0.250 21.3 C- SB L 305 1770 0.400 0.410 14.2 8 26..3 D T 466 1863 0.846 0.250 32.4 D R 396 1583 0.-521 0.250 21.9 C Intersection Delay = 34.4 sec/veh Intersection LOS = D Lost ----------------------------------------------------------------------- Time/Cycle. L = 9.0 sec Critical v/c(a) = 1.027 HCS: Unsion,',lized Intersections ke,iease .ld Page l -------------------'-"" " "`- HCS.: Unsionalized Intersections Release Z.ld Paoe Center For Microcomputers In Transportation University of Floripa 512 Weil Hall Worksheet for TWSC Intersection Gainesville. FL 3261.1-2063 ________________________________________________________ Ph: (904) 392-0378 Step 1: RT from Minor Street NB SB Streets: (N-S) specht point drive (E-W) prospect -------------------------------------------------------- Conflicting Flows: (vph) 204 Major- Street Direction.... EW Potential Capacity: (pcph) 1091 Lenoth of Time Analyzed... 60 (min) Movement Capacity: (pcph) 1'091 Analvst................... mid Prob. of Queue -Free State: 0.96 Date of Analysis............ 11/24/96 --`----_____-----`-------------`--`------`-------------- Other Information......... 1996,rt long (aI pm full Step 2: Ll from Major Street WB E6 Pin/rou __________________________________________--_______-___- Two-way Stop -controlled Intersection Conflicting Flows: (vph) 751 - Potential Capacity: (pcph) 678 Eastbound Westbound 1 Northbound I Southbound Movement Capacity: (pcph) 676 L T R L T R ;L T R L T R Prob. of Queue -Free State: 0.91 '--- --__ ----{---- ---` ----- !---- -`-- ---`1---- --`- ---- -------------------------- No. Lanes 1 0 2 1 1 2 0 1 1 0 1 0 0 0 Step 4: LT from Minor Street NB SB Stop/Yield ; N: N,I , ------'-`-------------------`-"`----------------------- Volumes ; 366 3101 50 432 125 35,; Cohfl•icting Flows: (vph) 943 PHF .9 .9; .9 .9 .9 .91 Potential Capacity: (pcph) 264 Grade 0 0 i 0 i Maior LT, Minor TH - MC's (%) { 1 impedance Factor: 0.91 SU/RV's(%); I 1 1 Adjusted Impedance Factor: 0.91 CV's (%) I 1 Capacity Adjustment Factor PCE's 11.10 •I1.10 1.10! due to Impeding Movements 0.91 _______________________________________________________________________ Movement Capacity: (Pcph) 240 Intersection Performance Summary Adjustment Factors Avg. 95% Vehicle Critical Follow-up flow Move Shared Total Queue Approach Maneuver Gap (tg) Time (tf) kate Cap Cap Delay Length LO_`• Delay --------------------------- _--------------- _---------------------- Movement (pcph) (pcph) fpcph)(sec/veh) (veh) (sec/veh) Left Turn Major Road 5.50 2-.10 ________ ______ ______ ______ _______ _______ _____ --------- Right Turn Minor Road 5.50 2.60 NB L 153 240 40.4 4.6 E Through Traffic Minor Road 6.50 3.30 32.3 Left Turn Minor Road 7..00 3.40 NB R 43 1091 3.4 0.0 A Wb L 62 678 5.8 0.2 B 0.6 Intersection Delay = 4.1 sec/veh HCS: Unsional.izecf Intersections Release 2.Id Paae 1 Center For Microcomputers In Transportation Universitv of Flor I da 512 Well Hall Gainesville, FL 3269'1-2083 Ph: (904) 392-0376 Streets (N-S) specht point drive (E-W) pro-pect Major Street Direction.... EW Length of Time Analyzed... 60 (min•) Analyst ..................... mjd Date of Analysis.......... 11/2496 / Other information......... 99E long am pm full rin/rout Two-way Stop -controlled Intersection Eastbound Westbound Northbound Southbound L T k L T R 1 L T k L T k .No. Lanes 0 2 1 1 1, 2 0 1 0 1 0 0 0 Stop/Yield N,; N Volumes 372 155: 35 591 240 45: PHF .9 . 9 : . 9 .9 - ; .9 . 9,; Grade 0 ; 0 ; 0 ; MC's (%) SU/RV's (%)p ' CV's (%) PCE's :.1. 10 :1.10 1.10: ----------------------------------------------------------------------- Adjustment Factors Vehicle Maneuver -----'-------------------- Left Turn Major Road Right.Turn Minor- Road Through. Traffic Minor Road Left Turn Minor Road Critical Follow-up Gap (tg) Time (tf) ---------------------------- 5.50 2.10 5.50 2.60 6.50 3.30 7.00 3.40 HCS: Unsiona Tized Intersections Release 2.Id Page 2 Worksheet for TWSC Intersection ----------------------------- ___________________________ Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 206 Potential Capacity: (pcph) 1089 Movement Capacity: (pcph) 1089 Prob. of Uueue-Free State: 0.95 -------------------------------------------------------- Step 2: LT from Major Street WB-------_-_-EB ------------------------------------------- Conflicting Flows: (vph) 585 Potential Capacity: (pcph) 832 Movement Capacity: (pcph) 832 Prob. of Queue -Free State: 0.95 ------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 1109 Potential Capacity: (pcph) 207 Major LT. Minor TH Impedance Factor.: 0.95 Adjusted Impedance Factor: 0.95 Capacity Adjustment Factor due to Impeding Movements 0.95 Movement Capacity: --------------------------------------------------- (pcph) 196 Movement NB L NB k WB L Intersection Performance Summary Avg. Flow Move Shared Total Rate Cap Cap Delay (pcph) (pcph) (pcph)(sec/veh) ------ --- -- ------------- 294 1.96 970.5 55 1089 43 832 3.5 95% Queue Approach Length LOS Delay (veh) (sec/veh) -54-2- ----- --------- 817.8 0.0 A 4.6 0.0 A 0.3 Intersection Delay = 162.,2 sec/veh APPENDIX F I G HCS: Unsignali:zed i'ntersectiens Release 2.1d Page r Center For Microcomputers In lransportation University of Florida 5t2 Weil Hall Gainesville, FL 3261)-2063 Ph: (904) 392-0376 Streets: (0-5) t-imberlin (E-W) midpoint Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst....- ....:........... mjd Date of Analysis.......... 11/24/96 Other Information.....,_... 1�996 ( l�ng' am pm full rin/rout Two-way Stop -controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R , L T R ! L T R !__-_ _-_----_---_ ____ __-_---- No. Lanes ! 0 1 ! 0 2- 0 ! 0 ____ ________ ___- ---- 0 0 ! 0 0 1 Stop/Yield ! N! N! Volumes 1520. 450I• 1,210 ! 130 PHF ; .9 A: .9 ! ! .9 Grade ! 0 ! 0 ! 0 MC's (%) SU./RV's CV's {%) PCE's ! ----------------------------------------------------------------------- 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor koad 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor- Road 7.00 3.40 HCS: Uhsionalized Intersections Release 2.1d Worksheet for TWSC Intersection -------------------------------------------------------- Step 1:RT from Minor Street W8 E8 Conflicting Flows: (vph) 844 Potential Capacity: (pcph) 51.7 Movement. Capacity: (pcph) 517 rrob._of Queue -Free State: 0.69 ________________________________________________________ Intersection Performance Summary Avg. 95% Flow Move Shared Total Oueue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ------ ------- 10.0 WS R 158 517 10.0 1.5 C Intersection Delay = 0.4 sec/veh P aar !u 6 F- AM / PM 1996 PEAK HOUR TRAFFIC Figure 2 HCS: Unsiona:lized Intersections kelease Z.ld Page 1 Genter For Microcomputers In Transportation University of Flcridn 512 Weil Hall Uainesville:, FL 32611-2083 Ph: (904) 392-037h Streets: (N-S) timberlin (E-W) midpoint •Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... mid uate of Analysis.......... 11/24/96 �- Other Information......... 1996, sh rt l long am pm full rin/rout Two-way Stop -controlled lntersecti0 Northbound ' Southbound 1 Eastbound Westbound L T R ; L T R L T R ' L T R -------- ---- ----i---- --------''---- No. Lanes 0 2 1 1 0 2 0 ; 0 0 0 ---- ---- 0 0 1 Stop/Yield N; N; -; Volumes 1245 140: 1.830 185 PHF �; .9 ,9; .9 ; .9 Grade 0 ; 0; 0 MC's (%) SU/RV's (%).; I ; CV's (%) PCE's ; ----------------------------------------------------------------------- 1.10 Adjustment Factors Vehicle Critical Fol low -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 2.1d Worksheet for TWSC Intersection ------------------------------------------------------- Step I:RT from Minor Street W8 EB Conflicting Flows: (vph) 692 Potential Capacity: (pcph) 616 Movement Capacity: (pcph) 618 Prob. of Oueue-Free State: 0.63 -------------------------------------------------------- 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 -------- ------ ------ ------ ------- ------- 9.2 W8 .R 227 618 9.2 1.9 8 Intersection Delay = 0.5 sec/veh Page== I HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 11-24-1996 Center For Microcomputer=. In Transportation Streets: (E-W) prospect (N-S) timberline Ana"Pyst: Matt File Name: Area Type: Other --� : �, ,�- .24-96� PM Comment: 1996 short long rin/rout Eastbound 1 Westbound Northbound Southbound L T k L T R p L T R L T R ---- ____ ____---- ------____-- --__---____ _ No. Lanes 2 2 1 2 1; 2 2 1 1- -2 - -1- Volumes 1380 615 455.; 275 735 455! 605 590 320' 250 520 240 PHF or PK15;D.90 Q.90 0-.90;0•.90 0.90 0.90:0.90 0.90 0.90;0.90 0.90 0.90 Lane W (ft);12.0 1'2.0 12.0;12.0 12.0 12.0;12.0 12.0 12.0;12.0 12.0 12.0 Grade 0 0 0 0 %'Heavy Veh! 2 2 2; 2 2; 2 2 D' 2 2 2 Parking P(Y/N) N ;(Y/N') N ;,(Y/N) N: ;(Y/N) N Bus Stops 0; 01 0; 0 Con. 'Peds i 0: 0; 0, 0 Bed Button I(Y/N) Y 23.5 s.;(Y/N9 Y 20.5 s;(Y/N') Y 23.5 s;"(Y/N) Y 23.5 Arr Type 1 3 3 3; 3 3 3; 3 5 3; 3 5 S RTOR VVTs 0; 0; . 0: .0 Lost Time 1•3.00 3.00 3.00:3_00 3.00 3.00:3.-00 3.00 3.00L3.00 3.00 3.00 Prop. Share; ; Prop. Prot.; 42: 42: 40: 40 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 e EB -Left * ;NB Left Thru * Thru Right * ; Right "Peds * ; Peds WB Left * :SB Left Thru * ; Thru Right * Right Peds * ; Peds NB Right * ;Eft Right SB Right * :WE Right Green 13.0A 28.OA ;Green 18.OA 23.OP Yellow/AR 4.0 5.0 ;Yellow/AR 4.0 5.0 Cycle Length: 100 secs Phase combination order: 81 #1 N5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c 9/c Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay .LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 495 3539 0.878 0.140 43.5 E 26.6 D T 11118 3725 0.851 0..300 29.6 D R 823 1583 0.615 0_520 13.9 B WE L 495 3539 0_636 0.140 32.8 D 23.9 C T 1lie 3725 0.766 0.300 26.5 D R 623 1583 D.6 IS 0.520 13.9 8 NB L 672 3539 1.029 0.190 65.3 F 38.1 D T 931 3725 0.740 0•:250 21.5 C R 665 1583 0.535 0.420 17.2 C SB L 411 1770 0.676 0.470 16.1 C 1,6..6 C T 931 3725 0.652 0.250 20.4 C R 665 1583 0.402 0-.420 1�5.6 C Intersection Delay = 28.1.sec/veh Intersection 1_0• = D Lost Time/Cycle, L = 12.0 sec Critical v/c(,x) = 0.862 ------------------------------- HCM: SIGNALIZED -INTERSECTION SUMMARY Version 2.4d 11-24-199f• Center- For Microcomputers In Transportation Si:reets: (E-W) prospect (N-S) timberline Analyst: Matt File Name: Area Type: Other 11-24-96 am pm Comment: T996 short _long rin/rou. Eastbound ; Westbound ; Northbound Southbound L T k L T R L T R 1 L T R ---- ____ ________ ____---- ____ ____ ---- ---'---- ---- i. No. Lanes 2 2 1 ; 2 2 1 2 2 'I , 1 2 1 Volumes 370 755 6751 585 965 510: 525 555 275;. 170 605 310 PHF or PK15;0.-90 0.90 0.90.10.90 0.90 0.90;0.90 0.90 0.90:0.90 0.90 0.90 Lane W (ft)112".0 12.0 12.0111.•0 12.0 12-._Oil 1.2.0 12.0 12.0:12.0 12.0 12.0 Grade 0 0 0 ; -0 Heavy Veh, 2 2 2i 2 12.I 2 2 2: 2 2 2 Parking ;.(Y/N) N ;(Y/N) N ,:(Y/N) N• ;(Y/N) N Bus Stops 01 0; 0; 0 Con. Peds 0; 0; 0; 0 Ped Button ;(Y/N) Y 23.5 s;(Y/N) Y 2Q.:5 s:(Y/N) Y 23.•5 s;.(Y/N) Y 23.5 Arr Type 3 3 3; 3 3 3; 3 5 3; 3 5 3 RTOR Vols 0; 0�1 0: 0 Lost Time 3.00 3.00 3_0013.00 3..00 3.00„3.00 3,.00 3..00:3.00 3.00 3.00 Prop. Share; I Prop. Prot.; 42I 42-; 40: 40 ----------------------------------------------------------------------- ,Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * iNB Left Thru * Thru Right * ; Right Peds * ; Peds WE Left * ;TSB Left Thru * ; Thru Right * Right Peds * Peds NB Right * ;Eb Right SB Right * :WB Right Green 21..0A 32.OA ;Green 18.OA 21.OP Yellow/Ak 4.0 5.0 :4ellow/AR 4.0 5.0 Cycle Length: 110 secs Phase combination order: #1 #2 85 k6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c 9/C Approach:- •Mv,mts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 708 3539 0.598 0.200 31.4 D 30.2 D T 1.151• 3725 0.-765 0.309 28.3 D R 806 1583 0.931 0.509 31.6 D WB L 708 3539 0.945 0.200 48.6 E 39.3 D T 1151: 3725 0.978 0.309 44.6 E k 806 1583 0.704 0.509 17.6 C NB L 611 3539 0.982 0. 1:73 58.3 E 37.9 D T 779 3725 •0.832 0.209 28.9 D R 691 1583 0.443 0.436 16.8 C SB L 374 1770 0.505 0.409 18-.7 C 26.2 D T 779 3725. 0.906 0.209 32.4 D R 691 1583 0.49e 0.436 17.5 C Intersection Delay = 34.1 sec/veh.Intersection LOS = D Lost Time/Cycle. L = 9.0 sec Critical v/c(y.) = 0.926 r HC5i Unsignalized Intersections Release 2.1d Pape Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph (904) 392-0378 Streets: (N-S) specht point drive (E-W)"prospect Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst......................... mjd Date of Analysis.......... 1.1/24/96 Other Information...... 1996 lon9 (am pm full rin/rout Two-way Stop -controlled Intersection Eastbound 1 Westbound I Northbound Southbound L IT R ;" L T R ; L T R L T R �_-__ --__ ____--__ ____ __-- ---- ____ ___- -_-- __ ---- No. Lanes a 2 1 11 2 0 1 0 1 0 0 0 Stop/Yield'; N; N; Volumes 633 4001" 55 822 130 40: PHF .9 .,9; ._9 .9 .9 .9; Grade 0 ; 0 0 MC'-s (%) 1 SU/RV's CV's (%) i PCE's ;1.10 I1.10 1.10; ----------- ------ Adjustment Factors Vehicle Critical - Follow-up ManeuverManeuver 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 r HCS: Unsignalized Intersections Release 2.1d Pape 2 --__WorAsheet-for_TWSC Intersection ------' -'-------------'----------- Step 1: RT from Minor Street NO 58 Conflicting Flows: (vph) 352 Potential Capacity: (pcph) 918 Movement Capacity: (pcph) 918 Prob. of Queue -Free State: 0.95 -------------------------------------------------------- Step 2: LT from Major Street WB_-_________EB --------------- ____________________________ Conflicting Flows:" (vph) 1147 Potential Capacity: (pcph) 415 Movement Capacity:. (pcph) 415 Prob. of Queue -Free State: 0_04 _________________ --------------------------------------- Step 41: LT from Minor Street NO 58 -------------------------------------------------------- Conflictino Flows: (vph) 16T7 Potential Capacity:" (pcph) 90 Major LT, Minor TH Impedance Factor: 0.-84 Adjusted Impedance Factor': 0.84 Capacity Adjustment Factor - due to Impeding Movements 0.84 Movement Capacity: (pcph) -------------------------------------------------------- -75 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) , ------ -------- ------ ------ ------ ------- NE.- L 156 75 ' 43.9 F NB R 46 918 4.1 0.0 A WB L 67 415 10.3 0.6 C 0�.6 Intersection Delay = 133.3"sec/veh * The calculated value was greater than 999.9. HCS: Unsignalized Intersections Release 2.1d Pane Center For Microcomputers In Transportation University of Florida 512 Weil hall Gainesville. FL 32611-2063 Ph: (:904) 392-0376 Streets (N-S) specht point drive (E-W) prospect Major Street Direction . EW Length of Time Analyzed 60 (min) Anal,yst....................... mjd Date of Analysis .......... 11/24/96 Other Information.....::.. 1996 ort lon_ am pm full rin/nou Two-way Stop -controlled Intersection Eastbound ; Westbound I Northbound ; Southbound L T k L T R L T R L T R ---- --------f---- --------R--- ---- ----I---- ---- ---- No. Lanes 0 2 1 1 .2 0 1 0 1 0 0 0 Stop/Yield N; N; ; Volumes :; 648 245; 40 1086 245 50'; PHF .9 .9; .9 .9 .9 .9�: Grade 0 0 { 0 MC's (%) i SU/RV's (%),: ; CV's M PCE's ;1.10 ;1.10 T-:10'' ----------------------------------------------------------------------- Adjustment Factors Vehicle '.Maneuver Left Turn Major Road Right Turn Minor- Road Through Traffic Minor Road: Left Turn Minor Road Critical Follow-up Gap (tg) ---------------------------- Time (tf) 5.50 2.10 5.50 2.�60 6.50 3.30 7.00 3.40 _ _.._. _._u. ____ I HCS.: Unsionalized Intersections ''Release 2-ld Page 2 ec=ee==cccee==c==v=e=vc=cac=c==n==escn==c===c==e=ee=ce===c==cvc====e==v Worksheet for TWSC-Intersection -------------------------------------------------------- Step I: kT from Minor Street NE SB -- ------ ---- ----------------------------------- 'Conflictinc Flows: (voh) 360 Potential Capacity (pcph) 910 Movement Capacity: (pcph) 910 'Prob. of Oueue-Free State: 0.93 ------------------------------------------------------ Step 2. LT from Major Street WE, E6 -- ----.------------ --------------- Conflicting Flows-: (vph) --------- 992 'Potential Capacity: (pcph) 503 :Movement Capacity,: (pcph) 503 Prob. of Queue -Free State: 0.90 -------------------------------------------------------- -Step 4: LT from Minor Street -------------------------------------------------------- NB S8 .Conflicting Flows: (vph) 1971 Potential Capacity: (pcph) 58 !Major LT. Minor TH Impedance Factor: 0.90 Adjusted Impedance Factor: 0.90 Capacity Adjustment Factor due to Impeding Movements. 0.190 Movement Capacity:: (pcph) -------------------------------------------------------- 52 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue .Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pdph)(sec/veh) (veh) -------- ------ ------ ------ -------------- (.sec/veh') NB L 299 52 * ----- 124.1 F --------- NB �R 62 - 910 4..2 0, 1 A WB -L 48 503 7.;9 0.3 8 0.3 Intersection 'Delay = 921.6 sec/veh The calculated value was greater than 999.9. %/ r Table 1 1996 Peak Hour Operation Level of Service Intersection AM PM Prospect/Timberline (signal) C D Prospect/Specht Point (stop sign) NB LT D F NB RT A A WB LT A A Timberline/Midpoint (stop sign) WB LT F F WB RT B B SB LT B A III. PROPOSED DEVELOPMENT Spring Creek Center is a proposed mixed use commercial development, located at the intersection of Prospect Road and Timberline Road in Fort Collins. Figure 3 shows a schematic of the site plan of Spring Creek Center. At the present time, definitive users have not been determined. Lots 1 and 6 are shown to have convenience/gas stores. Lot 2 is shown as a fast food restaurant. The remaining uses will be a mix of retail and office. Since Spring Creek Center is in a business park, land use code 770 (Business Park) was used to estimatethe trip generation. The short range future is assumed to be the year 1999. For analysis purposes, full build -out of the site was assumed to be completed by the short range future. The long range future analysis is for the year 2015..The site plan shows two accesses from Midpoint Drive and two accesses from Specht Point Drive. All four are full movement accesses. Driveway accesses to/from local streets are generally not analyzed. The key intersections that were analyzed were those listed earlier. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information contained in Trip Generation, 5th Edition, I.TE and the 1995 Update was used to estimate trips that would be generated by the proposed/expected uses at this site. Table 2 shows the expected trip generation on a daily and peak hour basis. Trip Distribution Directional distribution of the generated trips was determined for Spring Creek Center. Future year data was obtained from the NFRRTP and other traffic studies. This data accounts for the proposed extension of Timberline Road from Prospect Road, north to SH14. Figure 4 shows the trip distributions used. Several land use generators, such as shopping centers, drive- in (fast food) restaurants, high turn -over restaurant, service stations, convenience markets, and other support services (banks, etc.), capture trips from the normal traffic passing by the site. For many of these trips, the stop at the site is a secondary part of a linked trip such as from work to shopping center to home. In all of these cases, the driveway volumes at the site are higher than the actual amount of traffic added to the adjacent street system, since some of the site generated traffic was already 3 I SITE PLAN ■ NO SCALE Figure 3 .1 Table 2 Trip Generation Daily A.M. Peak P.M. Peak. Land Use Trips Trips Trips Trips Trips in out in but Lot 1 'ZOCpsf}Gas /C-store with 8�pum s i 1170 44 43 50 50 Lot 2 Fast -Food Restaurant - 2130%7,°tcr 85 82 57 53 3.0 KS 4,400 4,N x,10 = � cam- i,oaosr. AI ZA ? /fs All ? Lot Business Park - V-.-* KSF 100 % 10 2 2 8 1 8.5 ? Lot 4 ° Business Park - V-0- KSF 100 % 1.0 2 2 8 la-0 Lot S JA00�a s/C-store with 12 Rump 1750 66 64 74 74 ? Lot ° Business Park - 31.2 KSF 450 43 7 10 36 ° Business Park - 31.2 KSF 450 43 7 10 36 TOTAL i 6240 309 208 207 272