The URL can be used to link to this page

Home My WebLink AboutFOSSIL CREEK NURSERY PUD - PRELIMINARY - 40-95 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYCenter For Microcomputers In Transportation Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 HCS: Unsignalized Intersection Release 2.1 Page2 x+++x+xx++xxxxxxxxx++xxxxx++++++xxxxxxxxxx++xxx++xx+++xxxx++++xx xxxxxxxxxxxxxxxx++++++xxxxxx+++++++xxxxxxxxxxxxxxxx+++++++++xx+w File Name ................ LRPM.HCO Streets: (N-S) US 287 (E-W) ACCESS DRIVE Major Street Direction.... NS Worf:Sheet for TWSC Intersection Lenpth of Time Analyzed... 60 (min) ------------- Step 1: PT from Miner Street WBEb Analyst ................... DP.0 Date of Analysis.......... 7/I1/95 Conflictin❑ Flows: (vph) 911 Other Information......... LONG RANGE - PM PEAT: HOUR Potential Capacity: (pcph) 478 Two-way Stop -controlled Intersection Movement Capacity: (pcph) 478Prob. of Queue -free State: 0.96 Northbound Bouthbountl Eastbound Westbound Step 2: LT from Major Street SB L T R; L T L T R; L T P. ___________________________________ NB Lanes 1 O; 0 -: 1; 1 O 1; U 0 U Conflicting Flows: (vph) 186, Stop/Yield ; N; St N: Potential Capacity: (pcph) 172 Volumes 15 1645 1822 40; 41 15; Movement Capacity: (pcph) 172 PHF � .95 .95 � .95 .95 .95 .95, Prob. of Queue -free State: 0.90 Grade O O ; 0 ; 0 Step 4: LT from Minor Street WB Eb SU/RV's (%); 0 O ; O 01 O 0; CV's C%) 0 0 0 0; 0 0; Conflicting Flows: (vph) 3502 PCE's ; 1.1 1.1 � 1.1 1.1: 1.1 1.1: Potential Capacity: (pcph) 6 ________________________________________________________________________ Major LT, Minor TH Impedance Factor: 0.90 Adjusted Impedance Factor: 0.90 Capacity Adjustment Factor Adjustment Factors due to Impeding Movements 0.90 Movement Capacity: (pcph) 5 Vehicle Critical Follow -up ________________________________________________________ Maneuver __________________________________________________________________ Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Fight Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Center For Microcomputers In Transportation Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersection Release 2.1 Page 3 +++++x+xxxx++++xxxxx+++++++xxxxxxx+++xxxxxx+++xxxxxxxx++xxxxxxxx Intersection Performance Summary F1owRate MoveCap SharedCap Avq.Total Delay ' Movement v(pcph) CM(pcph) Csh(pcph) Delay ________ ______ ______ ______ ____________ LOS by App EB L 47 5 x ______ _______ F Eb R 18 478 7.8 + B NB L 18 172 3.4 D 0.2 Intersection Delay = 190.4 0 c Center For Microcomputers In Transportation Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page I HCS: Unsignalized Intersection Release 2.1 Pace 2 File Name ................ LRAM.HCO Streets: (N-S) US 287 (E-W) ACCESS DRIVE Major Street Direction.... NS Work6heet for TWSC Intersection Lencth of Time Analyzed... 60 (min) ________________________________________________________ Analvst................... DP.0 Step 1: PT from Minor Street WB EB Date of Analysis.......... 7/11/95 ______________________________________-________________ Other Information......... LONG RANGE - AM PEAK HOUR Conflicting Flows: (vph) 46e Potential Capacity: (pcph) 802 Two-way Stop -controlled Intersection Movement Capacity: (pcph) 802 Pr-ob. of Queue -free State: 0.99 I Northbound Southbound Eastbound 1 Westbound ________________________________________________________ L T R: L T �____ ____ ---- ;---- ____ R: L T P: ---- :---- __-_ ---- i---- L T P. ____ ____ Step 2: LT from Major Street SB NB No. Lanes 1 01 0 2 11 1 0 li 0 0 0 ________________________________________________________ Conflicting Flows: (vph) Sto=/Yield N: N� Potential Capacity: (pcph) 530 530 Volumes 6 1360 i 937 13I 13 6: Movement Capacity: (pcph) 530 PHF .95 .95 .95 .93: .95 .95: Prob. of Queue -free State: 0.99 Grace 0 ! 0 I 0 1 0 MC'=_ (%) I 0 0 0 01 0 0: Step 4: LT from Minor Street WB EB SU/RV's (%)1 0 0 7 0 0: 0 o: Conflicting Flows: (vph) 2310 PCE's 11.1 1.1 1.1 1.1: 1.1 1.1: Potential Capacity: (pcph) 35 ____________________________________________________________________ --- Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor Adjustment Factors due to Impeding Movements 0.99 Movement Capacity: (pcph)------------------------------35 Veh:_le Critical Fellow -up _________________________ Maneuver __________________________________________________________________ Gap (tq) Time (tf) Left Turn Major Road 5.50 2.10 Rioht Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Intersection Performance Summary FlowRate MoveCap SharedCap Avq.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay ________ ______ ______ ______ ------------ LOS By App EB L 15 35 174.9 ______ F _______ 121.1 EB P. 7 802 4.5 A NB L 7 530 6.9 B 0.0 Intersection Delay = 1.0 APPENDIX C Center For Microcomputers In Transportation Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Pace 1 HCS: Unsignalized Intersection Release 2.1 Page 2 File Name ................ SP.PM.HCO Streets: (N-S) US 287 (E-W) ACCESS DRIVE Major Street Direction.... NS WorkSheet for TWSC Intersection Lenath of Time Analyzed... 60 (min) - -------------------------------------------------------- Analyst................... DRC Step 1: PT from Minor Street WB EB Date of Analysis.......... 7/11/95 ________________________________________________________ Other Information......... SHORT RANGE - PM PEAT: HOUR. Conflicting Flows: (vph) 472 Potential Capacity: (pcph) 798 Two-way Stop -controlled Intersection Movement Capacity: (pcph) 798 Prob. of Queue -free State: 0.98 ' Northbound Southbound 1 Eastbound Westbound -------------------------------------------------------- L T R; L T P.1 L T P, L T P. Step 2: LT from Major Street SB ________________________________________________________ NS ;____ ____ ---- ;---- -___ ---- No. Lanes 1 2 01 0 2 ;---- ____ ---- ;---- 11 1 0 11 ____ ____ 0 0 0 Conflicting Flows: (vph) 983 Stop/Yield N; N: Potential Capacity: (pcph) 509 Volumes 15 851 i 943 40: 41 15: Movement Capacity: (pcph) 509 PHF .95 .95 .95 .951 .95 .95: Prob. of Queue -free State: 0.96 GradeI 0 1 0 i 0 I 0 -------------------------------------------------------- MC s (%) O O 0 01 O 01 Step 4: LT from Minor Street WB EB SU/RV's (%>: 0 0 1 0 Of O OI ________________________________________________________ CV's C%) 0 0 0 0� 0 01 Conflicting Flows: (vph) 1829 PCE's 1.1 1.1 1.1 1.1: 1.1 1.11 Potential Capacity: (pcph) 72 ________________________________________________________________________ Major LT. Minor TH Impedance Factor: 0.96 Adjusted Impedance Factor: 0.96 Capacity Adjustment Factor Adjustment Factors due to Impedina Movements 0.96 Movement Capacity: (pcph) 69 Vehicle Critical Follow-up -------------------------------------------------------- Maneuver __________________________________________________________________ Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Riaht Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 2.30 Left Turn Minor Road 7.00 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement ________ v(pcph) ______ Cm(pcph) Csh(pcph) ______ ______ Delay ------------ LOS By App EB L 47 69 147.7 ------ ------- F 109.4 EB R 18 798 4.6 A NB L IB 509 7.3 B 0.1 Intersection Delay = 3.3 Center For Microcomputers In Transportation HCS: Unsianalized Intersection Release 2.1 Page I File Name ................ SRAM.HCO Streets: (N-S) US 287 (E-W) ACCESS DRIVE Major Street Direction.... NS Length of Time Analyzed... 60 (min? Analyst ................... DRC: Date of Analysis.......... 7/11/95 Other Information......... SHORT RANGE - AM PEAK HOUR Two-way Stop -controlled Intersection Northbound Southbound Eastbound Westbound L T R: L T R: L T R: L T R -_ ____ ____ ____ ____ ---- No. Lanes 1 _ 0: 0 2 1 1 0 1 0 O O Stop/Yield : N: N: Volumes 6 704 485 13: 13 6: PHF .95 .95 .95 .951 .95 .55: Grade i 0 0 0 O Mnrg r%) 0 0 0 0: 0 0: SU/RV's (%?: 0 0 0 0: O 0: CV's C%) 0 C, O 0: 0 0: PCE's : 1.1 1.1 1.1 1.1: 1.1 1.1: Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) __________________________________________________________________ Left Turn Major Road 5.50 2.10 Riaht Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 Center For Microcomputers In Transportation HCS: Unsionalized Intersection Release 2.1 Page 2 xrtxxrtxxxx++xxrtrtx++++++xxx+++++xxxx+++++++x+xxxxx+++x++++++rtrtxxxx WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: PT from Minor Street W8 E8 Conflicting Flows: (vph) 242 Potential Capacity: (pcph) 1044 Movement Capacity: (pcph) 1044 Prob. of Queue -free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street S8 NE ________________________________________________________ Conflicting Flows: (vph) 498 Potential Capacity: (pcph) 926 Movement Capacity: (pcph) 926 Pro-. of Queue -free State: 0.99 __________________________ Step 4: LT from Minor Street ED _______________________tree_ Conflicting Flows: -------------WP------------- (vph) 1202' Potential Capacity: (pcph) ISO Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) 179 Center For Microcomputers In Transportation HCS: Unsionalized Intersection Release 2.1 Page 3 rtx++xxxxxxxxrtrtxxxxxxxrtrtrtrtrt++x+xxxrt++++xxxrtxx++++xxxxxxxx++++rtxx+ Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement ________ v(pcph) Cm(pcph) Csh(pcph) ______ ______ ______ Delay ------------ LOS 8y App j E8 L 15 179 21.9 ______ D 16.1 ES R 7 1044 3.5 A N8 L 7 926 3.9 A 0.0 Intersection Delay 0.3 APPENDIX B MATTHEIN J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 80538 TABULAR SUMMARY OF VEHICLE COUNTS Observer Date 6 -Ac:2 Day City 1'70P-T COLLIU—"' Co R = Right turn Uri 781 S = Straignt INTERSECTION OF AND U ILTafZI A L = Left tum TIME BEGINS US Zh'1 l 5 7 �rl TOTAL North South TOTAL East I W' TOTAL ALL from NORTH from SOUTH from EAST from WEST R I S I L I Total II R I S I L I Total I R I S I L I Total I R S I L( Total \SA o 1130 0 l- I II 1 2 1- I o I I II II �'• �, II - I sa 1 II 1 3zi I - I II I �- I - I � I II I I II o I I I I I I II o I I I I II II II I I II I t II II I I I II i I I I II II I I I II i i I II II I I I II I I I II II II I i I II I I I II II I I I II I I I II It _ II- I�io21 I II i'zi l -I II II bl - 12 I II I I I II II 4 II- I�3�1 I IIbI3sAl-I II I�-I - I0I I I I I I II �'^�- II- Iqo-�lal III I?q II II II� I II 1 II I I II II 'III I=�bI =I II�I�Ici "I II II d1- 101 I I I I II II `o'rj?(. II ' I t 5011 1� I II 2 113b51 - I II II b I I I II I I I II II II I I I II I I II II I I I II i I I I II II I i I II I I I II I I I I II I I I II II II I f I II I I i II II I I i II I I I II II II I I it I I I II II I I i I I i I II II I ( I II I I I II II I I I I I I I I II II I I I II I I I II II I I I II I I I II � it APPENDIX` A Table 1 Trip Generation Daily A.M. Peak Land Use Trips Trips Trips in out Fossil Creek Nursery 1,440 19 19 15 acres Table 2 Short Range Peak Hour Operation Intersection US 287/Access Drive (stop sign) EB LT EB RT NB LT Table 3 P.M. Peak Trips Trips in out 55 56 Level of Service AM PM D F A A A B Long Range Peak Hour Operation Level of Service Intersection AM PM US 287/Access Drive (stop sign) EB LT F F EB RT A B NB LT B D AM / PM (DHV) 3 vi . N NO SCALE 1995 PEAK HOUR TRAFFIC AND DESIGN HOURLY VOLUMES Figure 3 p Lo CD M_ol 1 13/41 6/15 —1 Lo M N N AM / PM (DHV) A& N NO SCALE SHORT RANGE PEAK HOUR TRAFFIC ::j AND DESIGN HOURLY VOLUMES Figure 4 �o N M NO SCALE O N N LONG RANGE PEAK HOUR TRAFFIC AND DESIGN HOURLY VOLUMES AM / PM (DHV) Figure 5 --------------- Fire Access I III i` II II 1 I I Access 1 I I Drive II �� II � Fire Access Future Access A& N NO SCALE r` N SITE PLAN Figure 2 4- N BM 4954 ilia TT. 00 - -sQfsix, MIT go qA. T9 I' 141. litilh Growl Pit t-, R Tadic ------ k— .0715 22 f h n , . , ri, I LAWN101, 20 'Inyon K Theati ties Da. I .�Bm, 2 7_' 26 1.k F 77 q , PG,,tav I x 2 0.6, s, 1549 all D,! 9, 5, Sp,ing Can . . . . ."Gravel I .91 Dmn pit Me Cleilands. Mir ;y 'A 00 p Pe iAT CIP 4116 C-4 Ift Tilli9ij FOSSIL CREEK NURSERY If U; A.,hl. 1, 1 P ..... .. it Redmond 7�----.ond .Res1ba-n Memaul Gardens rt 1 11 (C hetery) # Theater 5,32A�t p NO SCALE m SITE LOCATION Figure 1 no additional auxiliary lanes associated with this development are required. It is expected that development will occur to the south and west of the site. Preliminary plans for this development indicate an access street west of US 287, across from Victoria Drive. It is the desire of Fossil Creek Nursery that a driveway from the nursery connect to that street. This driveway would be through the rear of the Fossil Creek Nursery property. The land to the south will likely be developed at higher trip intensity uses than the nursery. A signal may be warranted at the US 287/Victoria intersection. This should be the subject of a future traffic study for that future development. When the connection is made to the future street, users of Fossil Creek Nursery will have alternative access. If this occurs, the stop sign controlled left turns that are shown to experience delays will have an alternative access through the signalized intersection. This would allow the direct access to the site to be limited to right-in/right-out, and potentially left -in. It is likely that the geometry of US 287 will allow left -in access. It is concluded that the key access intersection will operate acceptably in the short and long range future with the exception of the left turns exiting the site. A southbound right -turn deceleration lane along US 287 is required with this development. the 1995 peak hour counts, is approximately 5 percent higher than the calculated 1993 Traffic Data DHV, factored to reflect 1995 conditions. Trip generation for this proposed development was determined using equations and factors contained in Trip Generation,_5th Edition, ITE. Table 1 shows the trip generation on a daily and peak hour basis. The trip distribution assumed that 70 to 75 percent of the site generated traffic was to/from the north and 25 to 30 percent of the site generated traffic was to/from the south. Two future years were analyzed with regard to the key access. The short range future assumed that the nursery would be relocated by 1996. A long range (2015) analysis was also performed. Figure 4 shows the short range peak hour and DHV traffic expected at the proposed access drive to US 287. The DHV traffic was calculated by averaging the morning and afternoon peak hour traffic. This procedure is in accordance with Section 4.3.3 of the State Highway Access Code. A level of service analysis was performed to determine the future operating conditions at the access drive upon completion of the proposed project. With stop sign control, the intersection would operate as indicated in Table 2. Calculation forms are provided in Appendix B. The intersection operation will be acceptable with the exception of the left -turn exits from the site. Acceptable operation is defined as Level of Service D or better. As indicated in Table 2, it is expected that the left -turns exiting the project site would experience delays, particularly during the afternoon peak hour. This is typical at intersections of driveways and major roadways. The delays to motorists exiting the site would be similar to those currently experienced by customers of the existing Fossil Creek Nursery. Based upon the traffic projections provided in Figure 4, a right -turn deceleration lane would be required at the proposed access drive in the southbound direction. This lane should be 450 feet long plus 270 feet of taper. This assumes that the right - turning vehicles could make their turn at 15 mph. The deceleration lane would be located in the existing paved shoulder area. If the taper of 270 feet would not be achievable, the taper could be reduced to a minimum of 220 feet. No other auxiliary lanes are required at the access drive. It should be mentioned that the DHV estimated for the northbound left -turn into the site is very close to requiring a deceleration lane for this movement. However, a center two-way left -turn lane currently exists on US 287 which would serve as a left -turn lane into the site. Figure 5 shows the long range -peak hour and DHV traffic expected at the proposed access drive to US 287. With stop sign control for the driveway, this intersection is projected to operate acceptably with the exception of the exiting left -turns, as indicated in Table 3. Calculation forms are provided in Appendix C. As noted earlier, it is typical for vehicles exiting driveways onto major roadways to experience delays. With the long range DHV, c co C MEMORANDUM O To: Jim Sell, Jim Sell Design Oo 01 Mike Ludwig, Fort Collins Planning Department O 19 Eric Bracke, Fort Collins Traffic Engineer v o o � From: Matt Delich Date: August 14, 1995 O J Subject: Traffic analysis for the proposed relocation of the Z) Fossil Creek Nursery (File: 9568MEM1) z w a z This memorandum documents the traffic analyses related > to relocating the Fossil Creek Nursery from its current a location at 4919 S. College Avenue, to a location at 7029 S. 0° College Avenue (US 287) south of Trilby Road, in Fort Collins, Colorado. The proposed project would be. -located on the west side of US 287, with one access drive. Figure 1 shows the location of the proposed development and Figure 2 illustrates the proposed site plan. This memorandum was prepared to specifically address the access needs to US 287 as required by the State Highway Access Code (SHAC) and by the City of Fort Collins Transportation Department. US 287 is a state administered highway that passes through Fort Collins in a north/south direction. It serves both local and through traffic. It is a four lane highway with a center two-way left turn lane. The shoulders on both sides of the highway are paved with curb and gutter. The shoulders are used as right -turn auxiliary lanes at various z driveways and streets that intersect US 287. Adjacent to the w project site, the speed limit is posted at 55 mph. To the z north of the site, the speed is reduced to 45 mph near Trilby z Road. The central area of Fort Collins is north of the site, w J while the City of Loveland is to the south. The proposed a �_ access drive would have no sight line constraints along US 287. C-3 o The 1993 Traffic Data (Colorado Department of Transportation) shows the average daily traffic (ADT) in this c o segment of US 287 to be 21,300. The design hourly volume a (DHV) is 10 percent of the ADT. The twenty year factor is a 2.0, indicating an annual growth rate of 3.5 percent per year. The truck factor is approximately 4 percent. In addition to • the above information, peak hour traffic counts were obtained 3 a: at the US 287/Victoria Drive intersection in July 1995. This W s intersection is located to the south of the project site. Raw ¢ traffic data is provided in Appendix A. These counts are H- shown in Figure 3. The design hourly volume, calculated from