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Home My WebLink AboutFORT COLLINS WHOLESALE FLORIST - PDP/FDP - 18-97 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYHCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 07-12-1997 Center For Microcomputers In Transportation -------------------------------------------------------------------- -------------------------------------------------------------------- Streets: (E-W) caribou (N-S) timberline Analyst: Matt File Name: Area Type: Other 7-12-97 am pm Comment: 1997 short l Eastbound Westbound Northbound Southbound L T R ! L T R L T R L T R No. Lanes 1 1 1 i 1 1 1 2 < 1 1 1 Volumes 10 5 10� 75 5 75; 30 735 201 15 540 20 PHF or PK1510.90 0.90 0.90;O.90 0.90 0.90;0.90 0.90 0.90I0.90 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 12.0 Grade 0 i 0 0 0 % Heavy Veh; 1 1 1; 1 1 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. Peds 0; 0; 0; 0 Red Button ;(Y/N) Y 14.5 s!(Y/N) Y 17.5 s;(Y"/N) Y 14.5 s;(Y/N) Y 14.5 Arr Type 1 3 3� 1 3 3i 1 3 1 3 3 RTOR Vols 0! 0; 0; 0 Lost Time ;3.00 3.00 3.00!3.00 3.00 3.00!3.00 3.00 3.0013.00 3.00 3.00 Prop. Share] Prop. Prot.' ' _______________________________________________________________________ Signal Operations Phase Combination 1 2 a 4; 5 6 7 8 Eft Left * iNB Left Thru * Thru Right * Right Peds * Peds WB Left * !SB Left Thru * Thru Right * Right Peds * Peds NB Right ;EB Right SB Right ;WB Right Green 13.OA !Green 37.OP Yellow/Ak 5.0 :Yellow/AR 5.0 Cycle Length: 60 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 ----- ---- ------- ----- -- - ----- - - ----- -- EB L 440 1759 0.025 0.250 12.9 B 12.9 B T 470 1881 0.013 0.250 12.9 5 k 400 1599 0.028 0.250 12.9 B W5 L 440 1759 0.189 0.250 13.5 6 13.5 6 T 470 1881 0.013 0.250 12.9 B R 400 1599 0.208 0.250 13.6 6 NB L 210 323 0.157 0.650 7.0 B 3.8 A TR 2436 3748 0.362 0.650 3.7 A SB L 223 343 0.076 0.650 6.6 B 4.4 A T 1223 1881 0.491 0.650 4.4 A R 1039 1599 0.021 0.650 2.6 A Intersection Delay = 5.1 sec/veh Intersection, LOS = B Lost Time/Cycle. L = 6.0 sec Critical v/c(x) = 0.412 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 07-12-1997 Center For Microcomputers in Transportation -------------------------------------------- ---------------------- --------------------------- Streets: (E-W) caribou (N-S) timberline Analyst: Matt File Name: Area Type: Other 7-12-97 am pm Comment: 1997 short -------------- -----_------------- Eastbound I Westbound Northbound Southbound L T R ; L T R L T R L T R ---- ----I---- --- -- ---- --------!---- ---- ---- No. Lanes 1 1 1 1 1 1 1 2 < 1 1 1 Volumes 25 5 45; 50 5 50: 10 425 65; 60 660 10 PHF or PK15I0.90 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 12.0 !12.0 12.0 12.0 Grade 0 0 I 0 0 % Heavy Veh; i 1 1; 1 1 1; 1 1 1; 1 1 1 Parking i(Y/N) N ;(Y/N) N ;(Y/N) N I(Y/N) N Bus Stops 0; 0! 0; 0 Con. Peds 1 0; 0; 0; 0 Ped Button !(Y/N) Y 14.5 s!(Y/N) Y 17.5 s;(Y/N) Y 14.5 s;(Y/N) Y 14.5 Arr- Type 1 3 3; 1 3 3; 1 3 ; 1 3 3 RTOR Vols 0; 0; 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; Prop. Prot.: i _______________________________________________________________________ Signai Operations Phase Combination 1 2 3 4; 5 6 7 8 E8 Left * ;NB Left Thru * Thru Right * Right Peds * Peds WB Left * !SB Left Thru * Thru Right * Right Peds * ; Peds NB Right ;EB Right SB Right IWB Right Green 13.OA ;Green 37.OP Yellow/AR 5.0 iYellow/AR 5.0 Cycle Length: 60 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 ---- ---- ------- ----- ----- ----- --- ---- --- EB L 440 1759 0.064 0.250 13.0 B 13.1 B T 470 1881 0.013 0.250 12.9 B R 400 1599 0.125 0.250 13.2 8 WB L 440 1759 0.127 0.250 13.3 6 13.3 B T 470 1881 0.013 0.250 12.9 B R 400 1599 0.140 0.250 13.3 B NB L 125 i93 0.088 0.650 6.7 B 3.4 A TR 2397 3688 0.238 0.650 3.3 A SB L 426 656 0.209 0.650 7.3 6 5.4 B T 1223 1881 0.600 0.650 5.2 6 R 1039 1599 0.011 0.650 2.8 A intersection Delay = 5.6 sec/veh Intersection LOS = 6 Lost Time/Cycle. L = 6.0 sec Critical v/c(x) = 0.472 _______________________________________________________________________ APPENDIX C r HCM: SIGNALIZED INTERSECTION SUMMARY 'Version 2.4d 07-12-1997 Center For Microcomputers In Transportation ----------------------------------------------------------------------- _______________________________________________________________________ Streets: (E-W) caribou (N-S) timberline Analyst: Matt File Nam Area Type her 7-12-97 am pm Comment: 199i short _ Eastbound Westbound Northbound ; Southbound L T R ; L T R L T R ; L T R '---- ---- ---- ----'---- ---- ---- No. Lanes 1 i 1 1 1 1 1 2 < 1 1 1 Volumes 2 1 5; 71 1 74: 12 712 16: 15 525 1 PHF or PK15I0.90 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 12.0 :12.0 12.0 12.0 Grade 0 0 0 0 % Heavy Veh; 1 1 1; 1 1 1; 1 1 1; 1 1 1 Parking ;(Y/N) N �(Y/N) N !(Y/N) N :(YIN) N Bus Stops 0p 0; 0; 0 Con. Peds 0; 0; 0; 0 Ped Button ;(Y/N) Y 14.5 s;(Y/N) Y 17.5 s;(Y/N) Y 14.5 s;(Y/N) Y 14.5 Arr Type 1 3 3; 1 3 3; 1 3 i 1 3 3 RTOR Vols 0; 0; 0; 0 Lost Time. :3.00 3.00 3.00:3.00 3.00 3.00;3.00 3.00 3.0013.00 3.00 3.00 Prop. Share; Prop Prot.; ______________________________________________________________________ Signal Operations Phase Combination 1 2 3 4 5 6 7 6 EB Left * ;NB Left Thru * Thru Right * Right Peds * Peds WB Left * ;5B Left Thru * Thru Right * Right Peds * Peds NB Riaht ;EB Right SB Right !W5 Right Green 133.OA !Green 37-OP Yellow/AR 5.0 ;i-eliow/AR 5.0 Cvcle Lencth: 60 secs Phase combination order: #i #5 ______________________________________________________________________ intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Fiow Ratio Ratio Delay LOS Delay LOS E6 _____ _ ____ 446 _______ 1766 _____ 0.004 _____ 0.2250 _____ 12.6 ___ B _____ 12.9 ___ B T 470 1881 0.002 0.250 12.6 B k 400 i599 0.015 0.250 12.9 6 WB L 446 1786 0.177 0.250 13.4 6 13.5 8 T 470 1881 0.002 0.250 12.6 8 R 400 1599 0.205 0.250 13.6 B NB L 222 341 0.059 0.650 6.5 B 3.7 A TR 2436 3750 0.346 0.650 3.6 A - SB L 241 371 0.070 0.650 6.6 6 4.3 A T 1223 168i 0.477 0.650 4.3 A R 1039 1599 0.001 0.650 2.8 A Intersection Delay = 5.0 sec/veh Intersection LOS = A Lost _______________________________________________________________________ Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.401 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 07-12-1997 Center For Microcomputers In Transportation --------------------=----------------------------------------------- Streets: (E-W) caribou (N-S) timberline Analyst: Matt File Name: Area Type Cither 7-12-97 am pm Comment: 1997 short Eastbound Westbound Northbound Southbound L T R L T R; L T R L T R --- --- ---- I ---- ---- --- --- --- ---- --- No. Lanes 1 1 1 i 1 1 1 2 < 1 1 1 Volumes 5 2 26; 49 1 49; 4 410 64; 77 6337 4 PHF or PK15;0.90 0.90 0.90;0.90 0.90 0.9010.90 0.90 0.90:0.90 0.90 0.90 Lane W (ft);12.0 12.0 12.O�12.0 12.0 12.0112.0 12.0 ;12.0 12.0 12.0 Grade i 0 0 0 0 % Heavy Veh; 1 1 1; 1 1 1; 1 1 1; 1 i 1 Parking ;(YIN) N ;(Y/N) N ;(Y/N) N :(Y/N) N Bus Stops 0; 0; 0; 0 Con. Peds 0; 0i 0; 0 Ped Button !(Y/N) Y 14.5 s;(Y/N) Y 17.5 sj(Y/N) Y 14.5 s;(Y/N) Y 14.5 Arr Type 1 3 3; 1 3 3; 1 3 1 3 3 RTOR Vols ; 0; 01 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 Prop. Share; ; Prop. Prot.; ____________________________________________________________________ Signal Operations Phase Combination 1 2 3 4 5 6 7 6 EB Left ;NB Left Thru * Thru Riaht * Right Peds * Peas WB Left * ;58 Left Thru * Thru Right * Riaht Peds * Peas NB Right ;EB Richt SB Right �W5 Right Green 73 .0A ;Green 37.OP fellow/AR 5.0 :tieilow/AR 5.0 Cycle Length: 60 secs �nase combination order: #1 #5 ----------------------------------------------------------------------- intersection Performance Summary Lane Group: Ac_ Sat v/c 9/C Approach: Mvmts Cap Fiow hallo Ratio Delay LOS Delay LOS EB L A46 173= _____ D.Di3 _____ _____ 0.250 12.9 ___ 6 _____ 13.0 ___ 6 0.25D 12.8 6 R 400 0,250 13.1 B WB L 445 1781 C'.i2i 0.250 13.2 5 i3.3 B T 470 1861 0.002 0.250 12.8 B R 400 159c C..735 0.250 13.3 5 NB L 125 193 0.032 0.650 6.4 B 3.3 A TR 2396 3686 0.231 0.650 3.3 A 58 L 437 673 0.197 0.650 7.2 B 5.2 B T i223 1681 0.579 0.650 5.0 A R 1039 1599 0.004 0.650 2.8 A intersection O eiay = 5.3 sec/veh Intersection LOS = 6 Lost --------------------------------------------------------------------- Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.456 APPENDIX B MATTHEW J. DELICH , P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 TABULAR SUMMARY OF VEHICLE{ COUNTS Observer MKi"'r Date �Ol Q% y /Ak)95DAV City /'D 'r �OC [,//J S R = Right turn S = Straight INTERSECTION OF �� f3 CIE L /'V AND �� I �� L = Lett tum Ti ME BEGINS -, . stir_ North South tram EAST TOTAL cast wom TALL from NORTH from SOUTH trom w._ST R I S ILI Total II R I S I L I Total 1 1 R I S I L I Total 11 R I S I L I Total I 7 57.1 3 1 1o9113 1) 3 81 41 1A. Ii 2S4 11151 0 115-1 30110 I 0 I o 1 o II 3o II' 2g4- 1?41 110 II?olS1 11s I2-1713 127-51I400 11221 0 I231 45-1IZ I o 10 I Z II 47 II 4.4'7 I yoo 11 i 14( 14 I 4Co 11 3 IIS4 1 3 114o ii 33G ii zt I 1 IZoi 47 II I I ( I 2 II 44 II 3�o I rS110 Ilo 13 I 1 11511?31Z 11$O 11Zal 11 i 0 1131 29 11Z I I { 1 I 11 33 it 3z4 II I I I II I I I II tl I I I II I I I II II h3o-$3oll 15Z5�1 15 15 4 1 111 1- 1211 - 17 4 01112 $ 1 i17 41 1 17 111 4& 11 6-1 11 2 I 8 II I S 4 1114 3 5 I ii I I I II I I i i! ii i I I II I I I II li 1 II I I I II I 1 I 1i Ii i I I II I I I II II 1 II I I I II I I i ii I. i I II I I I II Li II I I I II I I i it {! i I II I I I II li 1 II I I I II I I i h 11 i I II I I I II ii I II I I I II I I I li u l i I II I I I II II 43o11z I 16A I I f7 I 1111&1 1,71 1 1 84 ii2&f11(d i o 14 I 15 II121 o I I 131I Z$ II Z43 $45-110 113( 119 11s7 111711301 1 1148 V 2q(� 1116 1 o I Q 1 z5 11 3 1 1 I► I S II 3 o II 3Z$ s00110 1)5 IZoI/-7&-IliZIlosl 1 11/ts G294 111310 1Z1I 3f II31.I Ia I 4 !I 38 11332 5-/S 117, 11�(fl Iz31211 1117 1 loc6l I I10 S 11 339 11141 0 1101 Z4 11 3 1 0 1 3 1 11 11 35- 11 374 II I I I II 1 I I II II I I I II I I i. II II 43o-s3o114-163717717►'�II(4j41a1414�811►I ��ij4�lo 14°11 9 $112�1 2 Isl3 31113 1 (1r3Z7 � - II APPENDIX A W Z J cc W m F- 0 co o (o 0 o - 75/50 Cl, LO - 5/5 r + ,— 75/50 10/25 ) } r 5/5 —"- o in in 10/45 - to o o lnN CARIBOU AM / PM Rounded to 5 Vehicles. the Nearest N SHORT RANGE PEAK HOUR TRAFFIC Figure 2 Table 1 Trip Generation Daily A.M. Peak Land Use Trips Trips Trips in out Palmer Building (Rate) (4.37) (1.38) (0.24) 16.63 KSF 240 23 4 Table 2 Trip Generation (using Collindale Business Park rates) Daily A.M. Peak Land Use Trips Trips Trips in out Palmer Bldg. (Rate) (62.8) (10.1) (3.2) 1..72 Acres 108 17 6 P.M. Peak Trips Trips in out (0.33) (1.15) 6 19 P.M. Peak Trips Trips in out (3.0) (9.4) 5 16 w Z J a w m i 74/49 Lo �- 71 /49 2/5 1/2� 5/26 --,. �o� N �� CARIBOU AM / PM 4 N RECENT PEAK HOUR TRAFFIC Figure 1 a number of alternative routes available. All directions can be accessed using the Timberline/Caribou intersection. According to available plans, Automation Way and Caribou Drive are 44 feet wide. Based upon the new street standards, this is the width of a commercial local street. The cross section provides one travel lane in each direction and an 11 foot bike and parking lane on each side. An alternative cross section would have one travel lane in each direction, a center turn lane, and a 6 foot bike lane on each side. In either case, Automation Way and Caribou Drive could be striped to meet the bike lane requirement. It could connect to existing bike lanes on11orsetooth Road and on Timberline Road. Sidewalks will be built along the frontage of the site. This sidewalk will connect to the future sidewalks on Caribou Drive and Automation Way, providing pedestrian access to Horsetooth Road and the Transfort bus stop. It will also provide pedestrian access to the commercial uses in the developing Horsetooth East Business Park. As other properties develop within the Collindale Business Park, pedestrian facilities will be completed to Timberline Road and Horsetooth Road. In the future, Transfort will have regular routes on both Horsetooth Road and Timberline Road. These routes are defined as high frequency transit. The Timberline Road route will be within a quarter mile of the site. It is expected that the pedestrian facilities will be completed by the time high frequency transit exists on Timberline Road. It is concluded that the Collindale Business Park Site Access Study addresses the traffic impacts with the proposed Palmer Building. The trip generation forecasted for this facility is in line with that forecasted in the site access study. Operation at the key intersections will be acceptable. Transit, pedestrian, and bicycle level of service criteria will be met. 3 Figure 1 shows the peak hour traffic counts at the Timberline/ Caribou intersection. Raw count data is provided in Appendix A. This intersection operates at level of service A and B during the respective peak hours. Calculation forms are provided in Appendix B. This area is served by Transfort's Southside Shuttle. This route runs during the peak hours on weekdays. It operates at 70 minute headways. There is a transit stop near the Horsetooth/ Automation intersection, which is approximately 2600 feet north of the site. There are on -street bike lanes on both Timberline Road and Horsetooth.Road. These lanes are part of the existing Fort Collins bikeway sys1:em, providing both east/west and north/south connectivity Lhr.oughout the city. Automation Way and Caribou Drive do not have fit-.r-aping. Both of these streets are wide enough to safely accommodnt.e bicycles. They are considered to be commercial local str.ents. Ay definition, bicycles should share the on -street parking lnugn. I'li.ls is a safe environment for bicyclists. Trip genern(A on for. the Palmer Building is shown in Table 1. Trip Generation,_ 5t:h Edition, ITE was used to calculate the trip ends from/to the proposed use. Land use code business park (770) from the reference document was used. This use was deemed to be appropriate since the mix of space included offices, retail and wholesale sales, warehousing, and light industrial. The trip rates, using building area as the variable, are also shown in Table 1. In the "Collindale Business Park Site Access Study," the industrial park use was used to estimate the trip generation. Table 2 shows the calculated trip generation for a 1.72 acre parcel with the industrial park land use code, with acres as the variable. A simple comparison of Tables 1 and 2 indicates that the proposed Palmer Building of 16,830 square feet will generate almost the same peak hour as that reflected in the "Collindale Business Park Site Access Study." The daily trip generation is expected to be higher. However, this higher number of trips occurs during non -peak travel times. It should be pointed out that the absolute difference in trip generation is very small. Figure 2 shows the short range peak hour traffic at the Timberline/Caribou intersection. This forecast includes the existing traffic, traffic from the recently submitted EDM Offices, and the Palmer Building. This intersection will operate at level of service B in the respective peak hours. Calculation forms are provided in Appendix C. The traffic generated from the Palmer Building will' not significantly impact the operation of the Hors etooth/Automation or Timberline/Lowe intersections. Traffic to/from this site will have 2 Co MEMORANDUM co LO o W Co C) TO: Spiro Palmer 0 LO 6 Roger Thorp, Thorp Associates Cr CD Eric: Bracke, Fort Collins Traffic Engineer 0 o Steve Olt, Fort Collins Planning Department FROM: Matt Delich ! o a ti _ DATE: July 15, 1997 w SUBJECT: Fort Collins Wholesale Florist in the Collindale Business Park traffic study (File:9748MEM1) LU > o N coo Palmer Florists is proposing to locate their wholesale Z > o florist operation to a 1.72 acre parcel within the Collindale 2 M Business Pnrk. The site is east of Automation Way (extended) w W and sough of Caribou Drive. The operation is currently o located near the Palmer. Florist retail building on South a College Avenue. The employee count at the proposed location N would be similar to that at the current operation. The N proposed bui.lcling is 16,830 square feet. Of that area, 7200 square feet are considered to be flex -space for another user. Overall, this building is considered to be business park. This memorandum is an addendum to "Collindale Business Park Site Access Study," ,July 1988. City staff requested a brief technical memorandum rather than a detailed transportation impact study. The proposed use will generate traffic that will be over the 50 daily trip threshold of requiring a traffic study. This threshold is extremely low compared to industry standards. W The proposed site would be served by two driveways. The d a east driveway is located on the east property line and would likely be shared with future uses on the Collindale Business 3 = Park, Fourth Filing, Lot One. The west driveway is intended i to tie into the existing driveway to the Timberline Storage _ z area to the west. This access scheme will minimize the number J Lli of access driveways to the public streets. W Z o 0 F The public street network within the Collindale Business o Park is complete. Automation Way is completed north to 7 CL Horsetooth Road. Both Caribou Drive and Lowe Street are a completed to Timberline Road. There is a signal at the °C H Timberline/Caribou intersection. There is a continuous W Ca sidewalk. along the west side of Automation Way to Horsetooth _ U Road from the CBW Automation building. There are gaps in the LL pedestrian facilities along both Caribou Drive and Lowe Street ¢ and south of CBW Automation. It is appropriate that these Q f' gaps be completed when the adjacent properties within the Collindale nosiness Park develop.