The URL can be used to link to this page

Home My WebLink AboutBEST WESTERN TRANSMISSION PUD LOT 1 PRELIMINARY LOT 2 PRELIMINARY AND FINAL - 15 93 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY4 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... stuart NAME OF THE NORTH/SOUTH STREET....... access NAME OF THE ANALYST .................. mJd DATE OF THE ANALYSIS (mm/dd/yy)...... 2/16/93 TIME PERIOD ANALYZED ................. am pm 1993 +dev OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT 0 5 5 -- THRU 250 275 0 -- RIGHT 5 0 5 -- NUMBER OF LANES EB WB NB SB --------------------- ----- LANES 1 1 1 -- CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- --------------------- ------------ --- MINOR STREET NB LEFT 6 471 469 > 469 > 463 > A > 601 > 590 >A RIGHT 6 838 838 > 838 > 832 > MAJOR STREET IWB LEFT 6 933 933 933 927 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... stuart NAME OF THE NORTH/SOUTH STREET.... access DATE AND TIME OF THE ANALYSIS..... 2/16/93 ; am pm 1993 +dev OTHER INFORMATION.... 1965 HCM: UNSIGNALIZED INTERSECTIONS -Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... stuart NAME OF THE NORTH/SOUTH STREET....... access NAME OF THE ANALYST .................. mJd DATE OF THE ANALYSIS (mm/dd/yy)...... 2/16/93 TIME PERIOD ANALYZED ................. am pm 1993 +dev OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL -------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST - CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 0 5 5 -- THRU 145 220 0 -- RIGHT 5 0 5 -- NUMBER OF LANES -------------------------- ------------------------------------------ EB WB NB SB ------ ------- - ----- LANES 1 1 ------- 1 -- CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c -_v LOS p M SH R SH ------- -------- --------- ----------- ------------ --- MINOR STREET NB LEFT 6 581 579 RIGHT 6 945 945 MAJOR STREET WB LEFT 6 993 993 > 579 > 573 > A > 718 > 707 >A > - 945 > 940 > 993 987 A IDENTIFYING INFORMATION --------------------------------- NAME OF THE EAST/WEST STREET...... Stuart NAME OF THE NORTH/SOUTH STREET.... access DATE AND TIME OF THE ANALYSIS..... 2/16/93 ; am 1993 +dev OTHER INFORMATION.... I 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 40 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... best western access NAME OF THE NORTH/SOUTH STREET....... college NAME OF THE ANALYST .................. mJd DATE OF THE ANALYSIS (mm/dd/yy)...... 2/16/93 TIME PERIOD ANALYZED ................. am m 1993 +d ev OTHER .INFORMATION.... _ INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES ------------------------------------------------------------------- EB W8 NB SB ---- ---- ---- ---- LEFT -- 0 0 0 THRU -- 0 1350 0 RIGHT -- 10 5 0 NUMBER OF LANES ------------------------------------------------- EB WB NB SB ------- ------- ------- ------- LANES -- 2 2 2 CAPACITY AND LEVEL -OF -SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------------------------ ------------------------ --- MINOR STREET WB LEFT 0 85 85 85 85 E RIGHT 11 449 449 449 438 MAJOR STREET SB LEFT 0 189 189 189 189 D IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... best western access NAME OF THE NORTH/SOUTH STREET.... college DATE AND TIME OF THE ANALYSIS..... 2/16/93 : am pm 1993 +dev OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 xx:=:xx��:��x:aac::a�x s�xsx:xx:z::•x:x:x:Gaza:a�x�:.aura:��r�xx:a��c:::� IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 40 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... best western access NAME OF THE NORTH/SOUTH STREET......, college NAME OF THE ANALYST .................. mJd DATE OF THE ANALYSIS (mm/dd/yy)...... 2/16/93 TIME PERIOD ANALYZED ................. am pm 993 +dev. OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT -- 0 0 0 THRU -- 0 1270 0 RIGHT -- 5 10 0 NUMBER OF LANES ----------------------------------------------- EB WB NB SB ------- ------- ------- ----- LANES -- 2 2 2 CAPACITY AND LEVEL -OF -SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------ -------- --------------------- ------------ --- MINOR STREET WB LEFT 0 98 98 98 98 E RIGHT 6 471 471 471 466 MAJOR STREET SB LEFT 0 211 211 211 211 C IDENTIFYING INFORMATION ---------------------------------- NAME OF THE EAST/WEST STREET...... best western access NAME OF THE NORTH/SOUTH STREET.... college DATE AND TIME OF THE ANALYSIS..... 2/16/93 ; am pm 1993 +dev OTHER INFORMATION.... 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..stuart/college AREA TYPE..... OTHER ANALYST....... mid DATE ......... L6/9 TIME......... pm COMMENT....... 99� VOLUMES GEOMETRY EB WB NB SB EB WB NB SB LT 10 70 10 85 L 12.0 L 12.0 L 12.0 L 12.0 TH 10 5 1670 970 TR 12.0 TR 12.0 T 12.0 T 12.0 RT 15 150 55 5 12.0 12.0 T 12.0 T 12.0 RR 0 0 0 0 12.0 12.0 TR 12.0 TR 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 1.00 N 0 0 0.90 30 Y 31.8 3 WB 0.00 1.00 N 0 0 0.90 30 Y 31.8 NB 0.00 1.00 N 0 4 0.90 30 Y 19.8 3 SB 0.00 1.00 N 0 4 0.90 30 Y 19.8 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 100.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X - NB LT X X TH X TH X RT X RT K PD X PD X WB LT X SB LT X X TH X TH X RT X RT X PO k PC] X GREEN 23.0 0.0 0.0 0.0 GREEN 6.0 55.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 ------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.040 0.250 21.6 C 21.7 C TR 0.069 0.250 21.8 C WB L 0.196 0.250 22.5 C 24.1 C TR 0.457 0.250 24.8 C NB L 0.049 0.690 3.8 A 12.1 B TR 0.695 0.570 12.1 B SB L 0.110 0.690 4.0 A 8.7 B TR 0.391 0.570 9.1 8 -------------------------------------------------------------------------- INTERSECTION: Delay = 11.8 (sec/veh) V/C = 0.557 LOS = B 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..stuart/college AREA TYPE ..... OTHER ANALYST....... mid DATE .......... 2/16/93 TIME.......... am p 1993 +dev COMMENT....... -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB EB WB NB S8 LT 20 155 45 150 L 12.0 L 12.0 L 12.0 L 12.0 TH 15 20 1715 2360 TR 12.0 TR 12.0 T 12.0 T 12.0 RT 30 105 90 20 12.0 12.0 T 12.0 T 12.0 RR 0 0 0 0 12.0 12.0 TR 12.0 TR 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12. ------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T ES 0.00 1.00 N 0 0 0.90 30 Y 31.8 3 WB 0.00 1.00 N 0 0 0.90 30 Y 31.8 3 NB 0.00 1.00 N 0 4 0.90 30 Y 19.8 3 SB 0.00 1.00 N 0 4 0.90 30 Y 19.8 3 SIGNAL SETTINGS CYCLE LENGTH = 110.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X - NB LT X X TH X TH X RT X RT X PD X PD X WB LT X S8 LT X X TH X TH X RT X RT X PD X PD X GREEN 28.0 0.0 0.0 0.0 GREEN 8.0 60.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.067 0.273 22.5 C 22.7 C TR 0.115 0.273 22.8 C WB L 0.427 0.273 25.5 D 25.0 D TR 0.330 0.273 24.5 C NB L 0.054 0.673 4.6 A 14.1 B TR 0.737 0.564 14.3 B SB L 0.545 0.673 9.6 B 23.8 C TR 0.964 0.564 24.6 C -------------------------------------------------------------------------- INTERSECTION: Delay = 20.0 (sec/veh) V/C = 0.761 LOS = C APPENDIX C 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT ########################################################################## INTERSECTION..stuart/college AREA TYPE..... OTHER _ ANALYST....... mjd DATE.......... 2/16/93 TIME......... am pm 1993 +dev COMMENT....... ------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB EB WB NB SB LT 7 63 10 77 L 12.0 L 12.0 L 12.0 L 12.0 TH 6 2 1665 968 TR 12.0 TR 12.0 T 12.0 T 12.0 RT 14 148 51 3 12.0 12.0 T 12.0 T 12.0 RR 0 0 0 0 12.0 12.0 TR 12.0 TR 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 1.00 N 0 0 0.90 30 Y 31.8 3 WB 0.00 1.00 N 0 0 0.90 30 Y 31.8 3 NB 0.00 1.00 - N 0 4 0.90 30 Y 19.8 3 SB 0.00 1.00 N 0 4 0.90 30 Y 19.8 3 ------------------------------------------------------------------------ SIGNAL SETTINGS CYCLE LENGTH = 100.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X X TH X TH X RT X RT X PO X PD X WB LT X SB LT X X TH X TH X RT X RT X PD X PD X GREEN 23.0 0.0 0.0 0.0 GREEN 8.0 55.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.027 0.250 21.5 C 21.6 C TR 0.056 0.250 21.7 C WB L 0.174 0.250 22.4 C 24.0 C TR 0.444 0.250 24.6 C NB L 0.049 0.690 3.8 A 12.0 B TR 0.691 0.570 12.1 B SB L 0.066 0.690 3.6 A 8.7 B TR 0.389 0.570 9.1 B ------------------------------------------------------------------------- INTERSECTION: Delay = 11.7 (sec/veh) V/C = 0.546 LOS = B 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX INTERSECTION..stuart/college . AREA TYPE ..... OTHER ANALYST....... mJd DATE.......... 2/16 93 993 TIME.......... am pm 1+dev COMMENT....... -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 18 150 43 144 : L 12.0 L 12.0 L 12.0 L 12.0 TH 12 17 1709 2357 : TR -12.0 TR 12.0 T 12.0 T 12.0 RT 29 104 86 16 : 12.0 12.0 T 12.0 T 12.0 RR 0 0 0 0 12.0 12.0 TR 12.0 TR 12.0 12.0 12.0 12.0 12.' 12.0 12.0 12.0 12. -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 1.00 N 0 0 0.90 30 Y 31.6 3 WB 0.00 1.00 N 0 0 0.90 30 Y 31.8 3 NB 0.00 1.00 N 0 4 0.90 30 Y 19.8 3 SB 0.00 1.00 N 0 4 0.90 30 Y 19.8 3 ------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 110.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X X TH X TH X RT X RT X PD X PD X WB LT X SB LT X X TH X TH X RT X RT X PD X PD X GREEN 28.0 0.0 0.0 0.0 GREEN 8.0 60.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.060 0.273 22.5 C 22.7 C TR 0.106 0.273 22.8 C WB L 0.409 0.273 25.3 D 24.9 C TR 0.321 0.273 24.4 C NO L 0.054 0.673 4.6 A 14.0 B TR 0.733 0.564 14.2 B SB L 0.509 0.673 8.7 B 23.4 C VTR 0.962 0.564 24.2 C ---------------------------------------------�--_---------------_-------- INTERSECTION: Delay = 19.8 (sec/veh V/C 0.750 LOS C APPENDIX B M4ATTHEW J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 80538 TABULAR SUMMARY OF VEHICLE COUNTS Observer Date 2/3/?-3 Dayo6z)A)aSbAycIty FOle T J 3 R = Right turn S = Straight INTERSECTION OF Ca LC= GG J�1 VE�tJUC^ AND �T U A2 T �'2��T L = Lett turn TIME BEGINS CCO�r_c C'-� n l.c� �YC� TOTAL North South' STUA%�T �TU4/2-r TOTAL East West TOTAL ALL tram NORTH from SOUTH tram EAST from WEST ( R I S I L I Total I R I S I L I Total I R I S I L I Total II R I S I L I Total 73e> II o 12to I it I Z 21 II It 144-01 1 14_5Z II 6-73 II43 t 1 i41 54s 111 1 3 15 1 q 16-7 I -74-0 74S 110 130 3 1(-131 Y 111-7,1s4513 IsCooll '? 71 14L,I U 1i5-1 (ol IIC I '1 10 I 1 II lDZ II 941 11-3 WSIiq 124011s 3'a-G1+ 135'R 1163? IIZZ.10 Itol 3Z 11u I k 1 1 I � II 40 11 �� t 5 110 I7-3 7 13 i 1 Z& 1? 112_0 Iz44-1 Z 131& II 5 `s4- 113-7 1 t I Z4-1 (o Z II 7 1 1 1 i 1 y 11 -7 1 II (c, ss 11 1 I I II I I 1 11 11 1 1 1 II 1 1 1 II 11 -73o-Mll3 19(K- 1 -7� 1104R 1161 1 r OSI 10 1 /-7Z(o117,7-7411141 2 I 317,13 11141 I 1 z7 112cv 11 3014 i I I I I I i I II I 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 I I II I I I II I I I II II I I I I I I I I II II ► I I I t ► II I I I I II I i I I I I I I I II I I I II I I I I II I I I I I 430114 14-c63lzt 1 SIZIzZ 43119 14-(o2-ll 9 7 Iz If 1 6 13r�1 70 11 (o 1 3 1 t 10 1 �aO II 1054 445- II q Is77147I 34 117 44 11 Z_ 47Tj1 I I I Z_ 11Z,71 (p JZ:5 5(3 119 1 s 1 7 1 0,1 1 79 11 1191 6—O 3 I(s 12.41 Slzo4t71 144&11 1131 I271 3 15-o1 ?o 11(o I z Is I )3 1 93 II1ZZ4 51�5_ I I(a -5714-3 1&g(.o11Z- 7 141z113 1452-11113(R' IZI I Z 101 L3 119 1 Z, Is 1 1-5-1 -73 111 2I(o I I I II I I I II I I I I I I I II 430_5. 311(9Iz.35 I441Z517I(:�I(o11709I4311s531I435S io4-I I I1501Z-7I IIZ9I I I18I 59 II3301I4to�s APPENDIX A u 1 N TRIP DISTRIBUTION Figure 3 to � C-4 CD —150/105 N Lo p1 aO 5/20 — 220/275 �,— 70/155 STUART /(— 5/5 10/20 --ot ) } 145/250 10/15 — I tn Lo o 5/5 I 15/30—� o-� to to �0 W C7 W J J 0 U �-5/10 SITE AM / PM Rounded up to nearest 5 vehlcules. ao 0 1993 + SITE PEAK HOUR TRAFFIC Figure 4 A& N NO SCALE STUART STREET co i N ° _ rExist. 8 (Service N Station L - UTUIR v RETAIL W —J ° ° W W ' ('j I BEST WESTERN J i TRANSMISSION _J o SITE PLAN Figure 2 Table 1 1993 Peak Hour Operation Intersection College/Stuart (signal) Table 2 Trip Generation Level of Service AM PM B C Daily A.M. Peak P.M. Peak Land Use Trips Trips Trips Trips Trips in out in out Best Western Transmission Repair 50 10 3 3 10 Specialty Retail - 1.2 KSF 50 4 4 3 3 Total 100 14 7 6 13 Table 3 1993 Plus Development Peak Hour Operation Level of Service Intersection AM PM College/Stuart (signal) B C College/Access WB RT A A Stuart/Access NB LT/RT A A WB LT A A W C9 W J J 0 U r- Lo CN 00--148/104 r7 rn r� 2/17 �— 63/150 7/18 f r 6/12 - -► m co 14/29 --,. o P r- Lo Lo to co r- S AM / PM 4 N 1993 PEAK HOUR TRAFFIC Figure 1 Since traffic appears to be stabilizing at/near this intersection, background traffic was not increased. The current traffic in this area of College Avenue is near the year 2010 projections shown in various city transportation planning documents. Figure 4 shows the traffic assignment with the background traffic. All turning movements were rounded up to the nearest five vehicles. Using the peak hour traffic shown in Figure 4, operational analyses were performed on the key intersections. The results of these analyses are shown in Table 3. All key intersections are expected to operate acceptably. Calculation forms are provided in Appendix C. The consolidated curb cuts will improve the operation and safety along College Avenue and Stuart Street. No auxiliary turn lanes are required at any of the future curb cuts. There may be times when the curb cut on Stuart Street is blocked by the westbound left turns waiting at the College/ Stuart signal. This occurs with the existing traffic. There is little that can be done to remedy this. It only affects the northbound left turns exiting these properties. These left turns have alternative routes via the right-in/right-out access on College Avenue and via Mathews Street to the east. Conclusions From a traffic perspective, the proposed uses have little impact in this area. The consolidated curb cuts on both College Avenue and Stuart Street will improve both operation and safety in this area. I Stuart is occupied by a former service station building. This use is expected to change to a miscellaneous retail use. This use is also addressed in this traffic study. The land to the south of the proposed Best Western Transmissions is occupied by a retail optical business. The former service station property has two curb cuts on Stuart Street. The proposed Best Western Transmission property has two curb cuts on College Avenue. There is a raised median in College Avenue which restricts all access to College Avenue as right-in/right-out. Proposed Development The development proposal involves two properties as shown in Figure 2. Best Western Transmissions is proposed to be located on the south property. An unspecified retail use is proposed to locate in the former service station building. It is expected that this building will be remodelled to fit the future use. It is proposed that the multiple curb cuts on College Avenue and Stuart Street will be reduced to one on each street. As shown in Figure 2, these curb cuts are as far away from the College/Stuart intersection as is possible. There will be access between the two properties. Trip Generation, 5th Edition, ITE was used to estimate the daily and peak hour travel from/to the northern lot. Since no specific use is proposed, a miscellaneous retail use was used. This trip generation is shown in Table 2. The transmission repair use is not listed in Trip Generation, 5th Edition. Therefore, the owner/developer was contacted to supply repair order data from an existing shop in Fort Collins. Between January 1990 and October 1992, there were 3182 repair orders. This averages to 94 per month. The shop was open five days per week, Monday through Friday, from 7:30 AM to 5:00 PM. This averages about 5 repair orders per day. There are no peak days, or peak hours within a given day. There are four staff members. For trip generation purposes, a conservative high estimate was made using this historic data. It was assumed that three repairs would enter in the morning peak hour and that three repairs would leave during the afternoon peak hour. It was further assumed that each repair would be followed by a companion vehicle to pick- up/deliver the vehicle owner to another destination. It was also assumed that the repair staff would arrive during the morning peak hour and leave during the afternoon peak hour. This trip generation is reflected in Table 2. The trip distribution is expected to be primarily from/to College Avenue as reflected in Figure 3. Some patrons will access this site from the east leg of Stuart Street. The traffic from the west leg of Stuart Street is expected to be negligible. W d s c� J W O J F^. MEMORANDUM G To: Russ Flowers, Best Western Transmission, Inc. r Al Hauser, Architecture One o Fort Collins Transportation Division A Fort Collins Planning Department M From: Matt Delich 4WJq�� Date: February 24, 1993 Subject: Best Western Transmissions Traffic Study (File: 9308MEM1) This memorandum documents the traffic analyses related to the Best Western Transmissions and miscellaneous retail use on two properties in the southeast quadrant of the College/ Stuart intersection in Fort Collins. These two properties were addressed in the "College/Stuart Amoco Site Access Study," September 1988. This memorandum serves as an update of that site access study. Existing Conditions Since the previous site access study was prepared over four years ago, new peak hour traffic data was obtained at the College/Stuart intersection. This data is shown in Figure 1. Raw data is contained in Appendix A. Comparing the 1993 data with the 1988 data indicated the following: 1. On the Stuart Street east approach, traffic volumes have z not changed significantly in the morning peak hour. R 2. On the Stuart Street east approach, traffic volumes have UJ z decreased in the afternoon peak hour. CM 3. Traffic volumes on the west approach of Stuart Street are W still low enough that they do not significantly impact the operation of the intersection. 4. In the morning peak hour, the traffic on northbound • College Avenue has increased by 25 percent and the z o traffic on southbound College Avenue has increased by 45 percent. c 5. In the afternoon peak hour, both the northbound and N southbound traffic on College Avenue has not changed a significantly. • The College/Stuart intersection is signalized. During `L the peak hours, it operates acceptably as is shown in Table 1. Acceptable operation is defined as level of service D or cc �- better. Calculation forms are provided in Appendix B. The site of the proposed Best Western Transmissions is currently vacant. The lot at the intersection of College and