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Home My WebLink AboutMULBERRY & LEMAY CROSSINGS, APTS. (BUFFALO RUN) - PRELIMINARY PUD - 36-96A - SUBMITTAL DOCUMENTS - ROUND 2 - TRAFFIC STUDYHCS: Unsiqnalized Intersections Release 2.1d- _ _ Paae 1 Center For Microcomputers in Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0376 ----------------------------------------------------------------------- -------------------- Streets: (N-S) (N-S) 12th (E-W) linco)n Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst. ................. . mid Date of Analysis.......... 5/22/97 Other Information ......_..am pn short range Iwo -way Stop -controlled Intersection Eastbound I Westbound Northbound Southbound L T R L T R L T R ; ----I---- L T R ---- ---- !---- --- ----!---- ---- ----I---- ---- No. Lanes 0 1 < 0 ; 0 > 1 0 1 0 1 0 0 0 Stop/Yield ; N; N; Volumes 175 151 5 505 10 5 PHF .9 .9; .9 .9 .9 .9! Grade 0 0 0 MC's (%) SO/RV's (%) CV's (%) PCE's ;1.10 :1.10 ----------- -----------------------=---------------------------------- 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 Throuqh Traffic Minor Road 6.00 3.30 Left Turn Minor- Road 6.50 3.40 HCS: Unsiqnalized Intersections Release 2.1d Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 202 Potential Capacity: (pcph) 1094 Movement Capacity: (pcph) 1094 Grob. of Queue -Free State: 0.99 ------------------------------------------- Step 2: LT from Major Street Wb Conflicting Flows: (vph) 211 Potential Capacity: (pcph) 1360 Movement Capacity: (pcph) 1360 Prob_ of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 ------------------------------------------- Step 4: LT from Minor Street NB ------------------------------------------- Conflicting Flows: (vph) 770 Potential Capacity: (pcph) 379 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) ------------------------------------------- 376 Intersection Performance Summary EB Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) ________ ______ ______ ______ _______ _______ _____ _________ NB L 12 376 9.9 0.0 B 7.7 NB R 7 1094 3.3 0.0 A WB L 7 1360 2.7 0.0 A Intersection Delay = 0.2 sec/veh 0.0 Page 2 HCS: Unsianalized Intersections Release 2.1d Paae 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville. FL 32611-2083 Ph: (904) 392-0376 ------------------- ----------- Streets: (N-S) 12th (E-W) lincoln Major- Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... mid Date of Analysis.......... 5/22/97 Other Information........ am Pm short range Two-way Stop -controlled In errection Eastbound Westbound Northbound Southbound L T R L T R L T R. L T R No. Lanes 0 1 < 0 0 > 1 0 1 0 1 0 0 0 Stop/Yield N; N Volumes 410 51 5 165 20 5 PHF .9 .9; .9 .9 .9 .9 Grade 0 0 0 MC's (%) I SU/RV's (%) ; ; CV's (%) PCE's ;1. 10 :1.10 1.10; ---------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Ciao (tq) -------------------- Time (tf) --------------------------- Left Turn Major ---------------- Road 5.00 2.10 Riaht Turn Minor Road 5.50 2.60 Throuqh Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsiqnalized Intersections Release 2.1d Page 2 Worksheet for TWSC Intersection ------------------------------------------- Step 1: RT from Minor Street NB Conflicting Flows: (vph) 459 Potential Capacity: (pcph) 811 Movement Capacity: (pcph) 811 Prob. of Queue -Free State: 0.99 ------ Step-2: LT from Major Street ------------- WB _________________________________________________ Conflicting Flows: (vph) 462 Potential Capacity: (pcph) 1033 Movement Capacity: (pcph) 1033 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 ------------------------------------------------- Step 4: LT from Minor Street NB ------ ---------------------------- Conflicting Flows: (vph) 648 Potential Capacity: (pcph) 446 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) 443 SB -EB SB Intersection Performance Summary AVq. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcohl (pcph)(sec/veh) (veh) ----- (sec/veh) --------- ------- NB L ------ 24 ----- ------ ------- 443 8.6 ------- 0.0 B 7.8 NB R 7 811 4.5 0.0 A WS L 7 1033 3.5 0.0 A 0.i Intersection Delay = 0.3 sec/veh HCS: Unsionalized intersections Release 2.1d Page Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (9041 392-0378 Streets: (N-S) access (E-W) lincoln Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... mid Date of Analysis.......... 5/22/97 Other Information ......... am pm short range Two-way Stop -controlled Intersection Eastbound Westbound I Northbound Southbound L T R L T R ; L T R L T R �---- ---- --- ---- ---- -----__- ____--_-___- __-_ ---- No. Lanes 0 1 < 0 0 > 1 0 ; 0 > 0 < 0 0 0 0 Stop/Yield N; N; Volumes 185 30: 5 510 1 20 5; PHF .9 .9; .9 .9 .9 .9; Grade 0 0 0 ; MC's (%) SU/RV's (%); CV's (%) PCE's 11.10 ;1.10 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: Unsionalized Intersections Release 2.1d Worksheet for TWSC Intersection ------------------------------------------- Step 1: RT from Minor- Street NB Conflicting Flows: (vph) 222 Potential Capacity: (pcph) 1069 Movement Capacity: (pcph) 1069 Prob. of Oueue-Free State: 0.99 ---------------------------------------------------- Step 2: LT from Major Street WR ---------------------------------------------------- Conflicting Flows: (vph) 239 Potential Capacity: (pcph) 1319 Movement Capacity: (pcph) 1319 Prop. of Oueue-Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prop. of Queue -Free State: 0-99 ---------------------------------------------------- Step 4: LT from Minor Street N8 ---------------------------------------------------- Conflicting Flows: (vph) 796 Potential Capacity: (pcph) 366 Major LT, Minor TH Impedance Factor: 0.99 Aajusted impedance Factor: 0.99 Capacity Adjustment Factor due to Imoedina Movements 0.99 Movement Capacity: ____________________________________________________ (pcph) 363 Intersection Performance Summary Avc. 95% Flow Move Shared Total Queue Rate Cap Cap Delay Length LOS Movement (pcph) (pcph) (pCDh)(seC/veh) (veh) -------- ------ Na. L 24 ------ ------ ------- 363 > ------- ---- 427 9_1 0.1 6 N0 R 1069 > 1319 2.7 J.0 4 intersection belay = 0.3 sec/veh Se Approach Deiav (sec/veh) 9.1 0.0 F HCS: Unsionalized Intersections Release 2_.1d Faroe 2 HCS: Unsipnalized intersections Release 2.1d ----------------------------------------------------------------------- Page1 Center- For Microcomputers In Transportation Worksheet for TWSC Intersection University of Florida ________________________________________________________ 512 Weil Hall Step 1: RT from Minor Street NB SF Gainesville, FL 32611-2083 -------------------------------------------- Ph: (904) 392-0378 Conflicting Flows: (vph) 462 Streets: (N-S) access (E-W) Lincoln Potential Capacity: (pcph) 808 808 Major- Street Direction.... EW Movement Capacity: (pcph) 0.99 Length of Time Analyzed... 60 (min) Prob. of Oueue-Free State: Analyst.........mid ________________________________________________________ Step 2: LT from Major Street WB Ee Date of Analysis.......... 5/22/97 Other Information........ am pm short range Conflicting Flows: (vph) 467 Two-way Stop -controlled Isection - Potential Capacity: (pcph) 1027 Eastbound I Westbound Northbound I Southbound Movement Capacity: (pcph) 1027 - k T R L - R Prob- of Queue -Free State: 0.99 L i L L__ _T__ TH Saturation Flow Rate: (PcPhPI) 1700 0 1< 0 0> t 0 0> 0 < 0 0 0 0 RT Saturation Flow Rate: (pcphpl) No. Lanes Stop/Yield N; N; Major LT Shared Lane Prob. Volumes 410 10; 5 180 30 5; of Queue -Free State: — 0.99 — PHF .9 .9� .9 .9 .9 .9i ------------------------------------ -----------—— Step 4: LT from Minor- Street N8 SR Grade 0 0 0 Grace i MC's (%) Conflicting Flows: (vph) 668 SU/RV's (%)I Potential Capacity: (pcph) 435 CV's (%) PCE's ;1.10 :1.10 1.10; Major LT, Minor TH impedance Factor: 0.99 Adjusted impedance Factor: ::-94 Capacity Adjustment Factor due to Impeding Movements 0-99 Adjustment Factors Movement Capacity: (pcph) ------------------------------------------------------ 432 VehicTe Critical Maneuver Gap (tg) Follow-up Time (tf) intersection Per_formance Summary ------------------------------------------------------------------ Left Turn Ma for Road 5.00 5.50 2.10 2.60 " " - Flow Move Shared Total 95% Queue Approach Right Turn Minor Road 6.00 3.30 Rate Cap Ca: Delay Length LOS Delay Throuon Traffic Minor Road Turn Road 6.50 3-40 Movement (ocph) (Pcph) (pcpn)(s=_c%ver) (ven) 1seclvehi Left Minor ________ ______ ______ ______ _______ _______ _____ --------- NE. L 36 432 > 467 0.2 - 8.5 Nc R1 608 > WE L 7 1027 :-`. 0.C. - 0.1 intersection Delay = 0-5 sec!veh HCM: SIGNALIZED INTERSECTION SUMMARY Version 2"4d 05-22-1997 Center For Microcomputers in Transportation -------------------------------------------- -------------------- Streets: (E-W) lincoln (N-S) lemav Analyst: Matt File Name: Area iype: Other 5-22-97 am Pm Comment: short range _______________________ --------- -- Eastbound Westbound Northbound Southbound : L T R : L T R : L T R L T R ---- --- ----'---- ---- - -- ---- ---- , No. Lanes 1 1 1 < 1 1 1 1 1 1 : 1 1 < Volumes 25 180 451 40 125 55! 35 3220 70! 170 565 75 PHF or PK15 ',0.90 0.90 0-9010.90 0.90 0.90;0.90 0.90 0.9010.90 0.90 0.90 Lane W (ft)112.0 12.0 ;12_.0 12.0 12.0;12.0 12.0 12.0!12.0 12.0 Grade 0 0 i 0 0 % Heavy Veh; 1 2 1! 1 2 i; 1 1 1; 1 1 1 Parking ;(Y/N) N ;(Y/N) N ;(Y/N) N 1(Y/N) N Bus Stops 0; 0: 0! 0 Con. Peas 0! 0; 0; 0 Fed Button !(YIN) Y 14.5 s;(Y/N) Y 11.5 s;(Y/N) Y 14"5 s;(Y/N) Y 11.5 Arr Type i 3 3 3 3 31 3 3 i; 5 3 RTOR Vols ; 0; 0; 0! 0 Lost Time !3.00 S.00 3.00!3.00 3.00 3.00!3.00 3.00 3.00!300 3.00 3.00 Prop. Share: Prop. Prot.; ! _______________________________________________________________________ Signal Operations Phase Combination 1 2 c - 5 6 b EB Left !NB Left Thru Thru ' Right Right Peds Peds WB Left * !SB Left Thru Thru Right Right Peds Peds NB Right !E6 Right 55 Right !WB Right Green ;Green 30.0P Yellow/AR ellowiAR Cycle Length: 6 se_s chase comcination order: its #51 _______________________________________________________________________ .-•ter=ection =_rformance Summary Lane Grouc: Aci Sat vic q/C Approach: Mvmts i,a: F�ow Ratic• Ratio Delay LOS relay LOS _____ ____ _______ _____ _____ _____ ___ _____ --- EB L 1242 0.O61 0.367 9.4 S 1r,.61 B TR 64s 1E07 0"377 0.567 10.E b wa L 307 b38 0. 143 0.367 9.7 E• 9.8 B T 683 1863 0203 0.3b7 9.9 B R 586 1599 0"104 0.367 9.5 E. NB L 125 235 0.311 0.533 6.4 B 6.1 B T - 1003 1881 0.355 0.533 6.2 E. R E53 1599 0.091 0.533 5.2 E SB L 367 688 0.515 0.533 7.9 B 9.5 6 TR - 986 1648 0.721 0.533 9.9 B intersection Delay = 8.8 sec/veh intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.561 - --------- ------------ -------------------- - -- ---------- ---------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d OS-22-1997 Center For Microcomputers In Transportation ----------------------------------------------------------------------- _____________________________ Streets: (E-W) lincoln (N-S) lemay Analyst: Matt File Name: Area Type: Other 5-22-97 am pm Comment: short range Eastbound I Westbound Northbound Southbound : L T R; L T R; L T R; L T R :---- --------;---- ---- ----;---- -------:---- --- ---- No. Lanes ; 1 1 < : 1 1 1 : 1 1 1 1 1 Volumes 60 115 451 110 220 205; 45 590 25; 75 460 30 PHF or PK15:0.90 0.90 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 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; 1 2 1; 1 2 1; 1 1 1; 1 1 1 Parking ;(Y/N) N ;(Y/N) N ;(Y/N) N :(Y/N) N Bus Stops 0; 0; 0: 0 Con. Peas ; 0; 0; 0; 0 Ped Button :(YIN) Y 14.5 s;(Y/N) Y 11.5 s!(Y/N) Y 14.5 s;(Y/N) Y 11.5 Arr Type 3 3 3 3 3; 2 3 3; 3 3 RTOR Vols 0; 0; 0: 0 Lost Time :3.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.00:3.00 3.00 3.00 Prop. Share; I Prop. Prot.; _______________________________________________________________________ Signal Operations Phase Combination 1 2 3 4: - 6 7 8 EB Left * ;NB Left Tnru ' Thru ' Right ' Right Peas Peas W8 Left ' ISB Left Thru '" ; Thru Right Right Peds reds NB Right :EB Right SB Right !WB Right Green 20.OP !Green 30.0P Yellow/AR 5.0 !Yellow/AR 5.0 Cycle Length: 60 secs Phase combination order: a1 #41 _______________________________________________________________________ intersection Performance Summary Lane Group: Adj Sat v/c 9/C Approach: Mvmts Cap Flow Ratio Ratio Oeiav Lu5 Delay LOS _____ ____ _______ _____ _____ _____ ___ _____ ___ CB L 315 658 0.213 0.367 1u. 0 a 10.2 B TR 654 1784 0.272 0.367 10.2 B wB L aDt 1094 0.304 0.36' 10.4 B 10.7 T - 683 186E. 0.357 0.367 10.7 E R 586 1599 0.389 0.367 10.9 6 N6_ L 174 327 0.267 0.533 6.1 .6 8.4 6 T 1003 1881 0.654 0.533 8.7 B R 855 1599 0.033 0.533 S.1 B SB L .125 235 0.662 0.533 15.9 C 8.6 6 TR 994 1864 0.547 0.533 7.5 6 Intersection Delay = 9.3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.551 ----------------------------------------------------------------------- it 1 !. APPENDIX A Table 1 Short Range Peak Hour Operation Level of Service Intersection AM PM Lemay/Lincoln (signal) B B Lincoln/Access (stop sign) NB LT/RT B B WB LT A A Lincoln/12th (stop sign) NB LT B B NB RT A A WB LT A A sA--1 /1 28/15 / —/16/8 9/26 - J� 10/27 N N AM/PM 112 N 0/1 I Buffalo Run y I Site t SITE GENERATED PEAK HOUR TRAFFIC Figure 3 I LEasts I N PUo I AM / PM _ L Rounded to the Nearest 5 Vehicles. to � 55/205 �-�125/220 140/110 520 �18 %— 5151510 25/60 r 420/215 - 410/185 115 180 / � 10/30 � � � 4/NC 45/45 Q� ocr 'n 410/', ~76 � rssisos I Buffalo Run g I Site t SHORT RANGE TOTAL PEAK HOUR TRAFFIC Figure 4 9 c4 g= n -� 45/170 — 88/187 r-19/89 19/45 --� 155/80 —� 37/39 AM/PM A& N 1996 PEAK HOUR TRAFFIC Figure 1 AL TRIP DISTRIBUTION Figure 2 Based upon review of existing and short range future employment data, a simplified gravity model was used to determine the trip distribution. This trip distribution is shown in Figure 2. Figure 3 shows the assignment of the site generated traffic at the key intersections. Based upon the site plan layout, it was assumed that the center access would accommodate 65 percent of the site generated traffic. The remainder would utilize the 12th Street access. When developments occur to the south, there will be other opportunities for access to Lemay Avenue via 12th Street to Mulberry Street to the south. Background traffic at the Lemay/Lincoln intersection was determined by factoring the 1996 counts by 2.0% per year on Lincoln Avenue and almost 5.0% per year on Lemay Avenue. These factors were obtained from information contained in the "North Front Range Regional Transportation Plan," 1994. Traffic forecasts from two recently approved developments (Kawulok PUD and Lincoln East PUD) were added to the background traffic. Figure 4 shows the background plus site generated peak hour traffic at the key intersections. This reflects a short range (year 2000) condition. Table 1 shows the peak hour operation at the key intersections. Calculation forms are provided in Appendix A. The key intersections are expected to operate acceptably. While traffic volumes will not warrant auxiliary lanes, it is expected that widening on the south side of Lincoln Avenue, adjacent to the site, will enable striping of center left -turn lanes at 12th Street and the proposed private access to Lincoln Avenue. The distance from the 12th Street access to Lincoln Avenue is sufficient so as not to cause a queue of vehicles from blocking the proposed access. It is concluded that, in the short range future, the operation at the key intersections will be acceptable with the development and occupancy of Buffalo Run. Other than the improvements required adjacent to the property, no additional geometric or control improvements are required. MEMORANDUM M LO o C M C) LO TO: Scott McFaddan 0 Eric Bracke, Fort Collins Traffic Engineer CC CD Ted Shepard, Fort Collins Planning Department 0 0 ° U rn 'FROM: Matt Delich 0 ii DATE: May 28, 1997 a J > SUBJECT: Buffalo Run Traffic Study 3 (File: 9734MEM1) w C) N Q a> This memorandum documents the traffic engineering oco T analyses related to development and occupancy of Buffalo Run, W o an affordable residential complex located in the southeast = rn quadrant of the Lemay/Lincoln intersection in Fort Collins. w w The analyses assumed development of this project without the 0 0 proposed power center to the south. A short range analysis N d was requested. The scope of this study was discussed with rl- N staff. N These evaluations used information contained in the "Lincoln East PUD Site Access Study," August 1996. Figure 1 shows the 1996 peak hour traffic count at the Lemay/Lincoln intersection. As documented in the cited study, this intersection operates at level of service B during the peak hours with the existing signal control and geometry. The proposed development will have two accesses to Lincoln Avenue. One is a private driveway, located approximately 850 feet east of Lemay Avenue. The other is a Uj driveway accessing future 12th Street, which is located 1400 4. z feet east of Lemay Avenue. The site driveway to 12th Street FE is approximately 150 feet south of Lincoln Avenue. Twelfth z Street will also serve development to the south in the future. UAs part of future development to the south, access to Buffalo z Run also will be provided via a future private road on the .I W south edge of the property. This road will be built by other W o developments. Buffalo Run is an affordable residential development 7 o a consisting of 144 apartment dwelling units. Using land use N a code 220 from Trip Generation, 5th Edition, ITE, the following Q F- trip generation is expected: W Ca _ Daily - 1000 trip ends U.Morning in - 16 trips H Morning out - 48 trips Q Afternoon in - 45 trips. Afternoon out - 26 trips