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Home My WebLink AboutMULBERRY AND LEMAY CROSSING - PRELIMINARY - PUD - 36-96B - SUBMITTAL DOCUMENTS - ROUND 1 - Traffic Study (8) l4. L0 441Dntr0 KRAGER & ASSOCIATES PAGE 01 Kreger and Associates,Inc. i{ 1390 Stuart Street Carnage House Dewey. CoioTado 80204-1243 f 3C3I 446 2626 FAX (303) 446-0270 October 23 1998 Mr. Eric Bracke Traffic Engineer City of Fort Collins 625 plinth Street Fort Collins, CO 80522 0580 RE: Lemay/Mulberry Crossings setiec.wps Dear Erc: I have had the opportunity to examine traffic operations at the intersection of Lemay and Vine and wanted to provide you with my results. The analysis was conducted using recent PM peak hour traffic counts at the intersection which reflect the shift in travel patterns due to the completion of Timberline Drive. With the existing signal timing the intersection is operating at a Level of Service B. The addition of Lemay/Mulberry Crossings traffic will result in a Level of Service D which is an acceptable operation for the PM peak hour. it should be noted that no reduction in diverted link trips was used for this analysis. ITE surveys indicate less than 50 percent of a retail centers trips are actually primary trips. This makes the analysis extremely conservative. One improvement that s possible for this intersection is the addition of north/south left turn arrows to be operated with a split phase signal. This improvement will reduce intersection delay by 3 seconds per vehicle. This improvement would also be beneficial in providing congestion relief after the signal has been pre-empted by a train. Even though this intersection was not included in the Traffic Impact Study and is not a critical intersection in the analysis of impacts, the applicant for Lemay/Mulberry Crossings is willing to financiatly commit to signal improvements at the intersection that would accommodate a split phase. lw[0�177o 14:ltl 44bUYeM KHAC$R & ASSOCIATES PAGE 92 Mr. Eric Bracke October 23, 1998 City of Fort Collins page 2 1 hope this information has answered any questions you might have. I have included my analysis and traffic count data for your review. Let me know if you need anything else. Si¢nte�r ly, Kathleen L. Kroger, P.E. Transportation Engineer v0/-z11yt1a tv:la 44b021d KRAGER & ASSOCIATES PAGE 03 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 10-23-1998 Center For Microcomputers In Transportation _�____--tea:-------•••- _-•__ - �••-_-___- a.__.�aaa_..___aaoi___-=_�ta_- Streets: (N-S) Lemay (E-W) Vine Analyst: KLK File Name: 561E2.HC9 Area Type: Other 10-23-98 PM Peak Comment: Existing Traffic/Existing Timing Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes 0 > 1 c 0 0 > 1 c 0 0 > 1 < 0 0 > 1 c 0 Volumes 35 562 21 58 388 27 37 110 69 18 119 151 Lane W (ft) 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 -------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 NB Left * EB Left Thru * Thru Right * Right Peds Peds SB Left * WB Left Thru Thru Right * Right Peds Peds EB Right NB Right WB Right SB Right Green 65 .OP Green 25.OA Yellow/AR 5.0 Yellow/AR 5. 0 Cycle Length: 100 secs Phase combination order: #1 #5 --------------------------------- Intersection Performance Summary Lane Group: Ada Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS NB LTR 989 1476 0.658 0.670 7.4 B -7.4 -B - SB LTR 701 1046 0.709 0. 670 9.0 B 9. 0 B EB LTR 350 1296 0.651 0,270 23.8 C 23.8 C WB LTR 401 1484 0.756 0.270 27.1 D 27 .1 D Intersection Delay = 13.7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) - 0.723 :a. L.i/lyytf 14:111 44bbL(L KKAL*R $ A53UC:lAltS VAC- b4 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 10-23-1998 Center For Microcomputers In Transportation ---�•�-----as=====______________________c==ac===..aaaaaanaa�oa=�cooaaaao Streets: (N-S) Lemay (E-W) Vine Analyst: KLK File Name: 561T2.HC9 Area Type: Other 10-23-98 PM Peak Comment: Existing Traffic/ExistingTiming plus Lemay Crossings aaaaaa3�=v===cee=ees=c==��-_--__--=ee_=-==-_-a====vsaa.a ssa-avavvvaavvv Northbound Southbound Eastbound westbound L T R L T R L T R L T R No. Lanes 0 > 1 < 0 0 > 1 < 0- 0 > 1- <-0� 0 > 1 < 0- Volumes 45 689 38 58 520 27 37 110 91 29 119 151 Lane W (ft) 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 13.00 3.00 3.00 3. 00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations ---- Phase Combination 1 2 3 4 5 6 7 8 NB Left * EB Left Thru * Thru Right * Right Peds Peds SS Left * WB Left Thru * Thru Right * Right Peds Peds EB Right NB Right WB Right SB Right Green 65 .OP Green 25.OA Yellow/AR 5 .0 Yellow/AR 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 --- ---------------------------------- intersection Performance Summary Lane Group: Adj Sat V/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS NB LTR 887 1324 0.915 0.670 19 1 C- 19.1 -C SB LTR 621 927 1 .025 0.670 45.0 E 45.0 E EB LTR 350 1297 0.717 0.270 26.1 D 26.1 D WB LTR 387 1434 0.813 0.270 30.6 D 30.6 D Intersection Delay = 29.9 sec/veh Intersection LOS = D Lost Time/Cvcle, L = 6.0 sec Critical v/C(x) = 0.964 101.dJily98 14:10 4460270 KRAGER & ASSOCIATES PAGE 85 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 10-23-1998 -_- Center For Microcomputers In Transportation r,»�-===--xs�as=======aaaaaa==cc---aaa=aaac=s=asxa=asa=--s=saaanaaa Streets: (N-S) Lemay (E-W) Vine Analyst: KLK File Name: 561TAS.HC9 Area Type: Other 10-23-98 PM Peak Comment: Existing Traffic/actuated plus Lemay Crossings split phase Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- - ( --- ---- ---- -_ -__ . No. Lanes 0 > 1 0 0 ) 1 ( 0 0 ) 1 ( 0 0 ) 1 < 0 Volumes 45 689 36 58 520 27 37 110 91 29 119 151 Lane W (ft) 1I 12.0 12.6 12.0 12.0 RTOR Vols f 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 ----------------------------- - Signal Operations Phase Combination 1 2 3 4 5 6 7 8 NB Left * * EB Left Thru * * Thzu Right * * Right Peds Peds SB Left * * WB Left Thru * * Thru Right * * Right Peds Peds EB Right NB Right WB Right SB Right Green 15.OA 40.OA 10.0A Green 25.OA Yellow/AR 3. 0 0.0 5.0 Yellow/AR 5.0 Cycle Jength: 100 secs Phase combination order: #1 #2 #3 #5 -Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS - NB LTR 837 1609 0.970 0.520 32.9 D 32.9 D SS LTR 798 1534 0.797 0.520 16,7 C 16.7 C EB LTR 338 1251 0.743 0.270 27.4 D 27.4 D WB LTR 380 1406 0.830 0.270 32.0 D 32.0 D Intersection Delay - 27.0 sec/veh Intersection LOS - 0 Lost Time/Cycle; L = 0.0 sec Critical v/c(x) = 0.000 0 0 0