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Home My WebLink About1ST CHOICE BANK OF FORT COLLINS (TEMPORARY FACILITY) - MINOR SUBDIVISION - 41-94 - CORRESPONDENCE - MEETING COMMUNICATION (3)an�ov � �anvaan wvvvvaa io m co L_ Ol C m J y 0 M m o p1 O Z x m o a � /a � I I F S W S Y. Q O t— I t Q O I 1 I I I 1 1 eee�o3S euel ujnl �edel i ,Shc ,91E 109t ,039 :416ue1 IB301 I COLLEGE AVENUE 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 SE ------------ --- MINOR STREET EB LEFT 43 499 491 491 448 A RIGHT 20 930 930 930 '911 A MAJOR STREET NB LEFT 20 769 769 769 750 _ A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... Site Access NAME OF THE NORTH/SOUTH STREET.... Mitchell Drive DATE AND TIME OF THE ANALYSIS..... 05-17-1994 ; PM Peak OTHER INFORMATION.... 2010 Total Traffic ADJUSTMENT FACTORS Page-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND ------- --------- 0.00 90 ---------------- 20 ----------------- N WESTBOUND ----- --- --- - NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION --------------------------------------------------------------------- % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND ----------- ------------- 4 1 ------------- 0 WESTBOUND --- --- --- NORTHBOUND 4 1 0 SOUTHBOUND 4 1 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS EB 5.50 5.50 0.00 5.50 MAJOR LEFTS NB 5.50 5.50 0.00 5.50 MINOR LEFTS EB 7.00 7.00 0.00 7.00 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... Site Access NAME OF THE NORTH/SOUTH STREET...'. Mitchell Drive DATE AND TIME OF THE ANALYSIS..... 05-17-1994 ; PM Peak OTHER INFORMATION.... 2010 Total Traffic 1985 ECM: UNSIGNALIZED INTERSECTIONS Page-1 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEARHOUR FACTOR ..................... 1 AREAPOPULATION ...................... 50000 NAME OF THE EAST/WEST STREET......... Site Access NAME OF THE NORTH/SOUTH STREET....... Mitchell Drive NAME,OF THE ANALYST .................. JCH DATE OF THE ANALYSIS (amt/dd/yy)...... 05-17-1994 TIME PERIOD ANALYZED ................. PM Peak OTHER INFORMATION.... 2010 Total Traffic INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------- ----------------------------------------------- EB WB NB SB ---- ---- ---- LEFT 42 19 0 THRU 0 -- 111 221 RIGHT 19 -- 0 102 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 p M SH R.SH(pcph) c (pcph) c (pcph) c = c - v LOS ------- -------- --------- ------------------------ --- MINOR STREET EB LEFT 33 565 559 559 526 A RIGHT 14 959 959 959 944 A MAJOR STREET NB LEFT 14 821 821 821 807 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... Site Access NAME OF THE NORTH/SOUTH STREET.... Mitchell Drive DATE AND TIME OF THE ANALYSIS..... 05-17-1994 ; Noon Peak OTHER INFORMATION.... 2010 Total Traffic ADJUSTMENT ------------------------------------ FACTORS -------------------------------- Page-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS' FOR RIGHT TURNS EASTBOUND ------- ---- ----- 0.00 90 ---------------- 20 ----------------- N WESTBOUND ----- --- --- - NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION --------------------------------------------------------------------- $ SU TRUCKS $ COMBINATION AND RV'S VEHICLES $ MOTORCYCLES EASTBOUND ----------- ------------- 4 1 ------------- 0 WESTBOUND --- --- --- NORTHBOUND 4 1 0 SOUTHBOUND 4 1 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) -------------- VALUE -------- ADJUSTMENT ----------- CRITICAL GAP ------------ MINOR RIGHTS EB 5.50 5.50 0.00 5.50 MAJOR LEFTS NB 5.50 5.50 0.00 5.50 MINOR LEFTS EB 7.00 7.00 0.00 7.00 IDENTIFYING INFORMATION ------------ w OF THE EAST/WEST STREET...... Site Access NAME OF THE NORTH/SOUTH STREET.... Mitchell Drive DATE AND TIME OF THE ANALYSIS..... 05-17-1994 ; Noon Peak OTHER INFORMATION.... 2010 Total Traffic 0 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 ***,e,e:**,r*:,r***rr,e,e*t,e****,ex:*,r,r**,r*:*::******:,t:,eet*:t*,rr**,e***,►,e::::r IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAR HOUR FACTOR ..................... 1 AREAPOPULATION ...................... 50000 NAME OF THE EAST/WEST STREET......... Site Access NAME OF THE NORTH/SOUTH STREET....... Mitchell DriVe NAME OF THE ANALYST .................. JCR DATE OF THE ANALYSIS (ami/dd/yy)...... 05-17-1994 TIME PERIOD ANALYZED ................. Noon Peak OTHER INFORMATION.... 2010 Total Traffic INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT 32 -- 14 0 THRU 0 -- 84 173 RIGHT 14 -- 0 96 NUMBER OF LANES EB WB NB SB -------------- ------- ----- LANES 2 -- 2 2 CAPACITY AND 7 -------------------------------------------------------------------- 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. SE ------------ --- MINOR STREET EB LEFT 43 738 731 731 687- A RIGHT 20 997 997 997 977 A MAJOR STREET NB LEFT 15 957 957 957 942 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... Site Access NAME OF THE NORTH/SOUTH STREET.... Mitchell Drive DATE AND TIME OF THE ANALYSIS..... 05-17-1994 ; PM Peak OTHER INFORMATION.... 1995 Total Traffic I ADJUSTMENT FACTORS --------------------------------------------------------------------- Page-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- EASTBOUND 0.00 90 ---------------- 20 ----------------- N WESTBOUND ----- --- --- - NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION -=------------------------------------------------------------------- $ SU TRUCKS $ COMBINATION AND RV'S VEHICLES $ MOTORCYCLES ----------- ------------- EASTBOUND 4 1 ------------- 0 WESTBOUND --- --- --- NORTHBOUND 4 1 0 SOUTHBOUND 4 1 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- MINOR RIGHTS --- ----- ----------- ------------ EB 5.50 1 5.50 0.00 5.50 ., MAJOR LEFTS NB 5.50 5.50 0.00 5.50 MINOR LEFTS EB 7.00 7.00 0.00 7.00 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... Site Access NAME OF THE NORTH/SOUTH STREET.... Mitchell Drive DATE AND TIME OF THE ANALYSIS..... 05-17-1994 ; PM Peak OTHER INFORMATION.... 1995 Total Traffic 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 ►**,r*,e,rx***+r***r,r*t**ttirett*:::*,r***:*:*****at#r*,e,eirit**:*::**+tte,r,e,r,r:*** IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREAPOPULATION ...................... 50000 NAME OF THE EAST/WEST STREET......... Site Access NAME OF THE NORTH/SOUTH STREET....... Mitchell Drive NAME OF THE ANALYST .................. JCH DATE OF THE ANALYSIS (mm/dd/yy)...... 05-17-1994 TIME PERIOD ANALYZED ................. PM Peak OTHER INFORMATION.... 1995 Total Traffic INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T—INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT 42 -- 15 0 THRU 0 -- 18 34 RIGHT 19 -- 0 102 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 SO ------------ --- MINOR STREET EB LEFT 33 760 753 753 720 A RIGHT 14 997 997 997 983 A MAJOR STREET NO LEFT 14 975 975 975 961 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... Site Access NAME OF THE NORTH/SOUTH STREET.... Mitchell Drive DATE AND TIME OF THE ANALYSIS..... 05-17-1994 ; Noon Peak OTHER INFORMATION.... 1995 Total Traffic ADJUSTMENT FACTORS Page-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- --------- EASTBOUND 0.00 90 ---------------- ----------------- 20 N WESTBOUND ----- -- --- - NORTHBOUND 0.00 90 20 N SORTHBOUND 0.00 90 20 N VEHICLE COMPOSITION --------------------------------------------------------------- ---- S SU TRUCKS $ COMBINATION AND RV'S VEHICLES $ MOTORCYCLES ----------- ------------- EASTBOUND 4 ------------- 1 0 WESTBOUND --- --- --- NORTHBOUND 4 1 0 o ' SORTHBOUND 4 1 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- MINOR RIGHTS -------- ----------- ------------ EB 5.50 5.50 0.00 5.50 MAJOR LEFTS NB 5.50 5.50 0.00 5.50 MINOR LEFTS EB 7.00 7.00 0.00 7.00 IDENTIFYING INFORMATION -----------------------------------_---------------------------------- NAME OF THE EAST/WEST STREET...... Site Access NAME OF THE NORTH/SOUTH STREET.... Mitchell Drive DATE AND TIME OF THE ANALYSIS..... 05-17-1994 ; Noon Peak OTHER INFORMATION.... 1995 Total Traffic 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx IDENTIFYING.INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAKHOUR FACTOR ..................... 1 AREAPOPULATION ...................... 50000 NAME OF THE EAST/WEST STREET......... Site Access NAME OF THE NORTH/SOUTH STREET....... Mitchell Drive NAME OF THE ANALYST .................. JCH DATE OF THE ANALYSIS (am/dd/yy)...... 05-17-1994 TIMEPERIOD ANALYZED ................. Noon Peak OTHER INFORMATION.... 1995 Total Traffic INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC -------------------------------------------------------------------- VOLUMES EB WB NB SB LEFT ---- ---- ---- ---- 32 -- 14 0 THRU 0 -- 10 23 RIGHT 14 -- 0 96 NUMBER OF LANES EB WB NB SB -------------- ------- ------- LANES 2 -- 2 2 J 4 4 32 U34 . 26 27 —_ 3 28 99 33 47 08 I 35 120 / 37 Norestooth Rd. Edge of Existing Pavement ------- — — -- I I I U Legend: / 4 5 _ 00 ,✓('�8 84 I 9E 32 42 N L� No scale C i u S 966 32 i102 42 14 18 11 10 j 32 _ Noon Peak -Hour Traffic 34 PM Peak -Hour Traffic Figure 7 Peak -Hour Site -Generated Traffic 1st Choice Bank, Ft. Collins, CO (LSC #940440) May, 1994 Leleh. Scott & Clowrv_ Inc Mr. Tom Vosburg Page 2 July 8, 1994 turn lane - 315 ft. taper (15:1) - 180 ft. storage - 125 ft. 620 ft. The lengths of these turn lane components are shown on the enclosed diagram. The turn lane extends through the Showtime access. The taper extends past the Wendy's access drive, where a deceleration lane has been constructed. It is therefore recommended that the right turn lane on College Avenue be constructed from. the Wendy's access north to Horsetooth Road. Including the Wendy's deceleration lane as part of the right turn lane means that all state access code standards are met and no variance is required. 4. Required distance for eastbound Horsetooth Road right -turn lane at Mitchell Drive: Using Tables 4.8.1 and 4.8.4 of the State Access Code, the required length of this turn lane assuming a 35 mph posted speed and a 15 mph turn condition is turn lane - 235 ft. taper (15:1) - 150 ft. 385 ft. The enclosed diagram shows that the right turn lane can be constructed to meet these required distances. Again, thank you for your assistance in developing this traffic analysis. I will call you in a few days to review the above items. Sincerely. LEIGH. SCOTT & CLEARY, INC.. By: &-16 ac,��— Alex Ariniello, P.E. AA/wd CC: John Drennen C:\PROJECTS\940440\VOSBURG2.FC LEIGH, SCOTT & CLEARY, INC. TRANSPORTATION PLANNING & TRAFFIC ENGINEERING CONSULTANTS 1889 York Street Denver, CO 80206 (303)333-1105 FAX (303) 333-1107 July 8, 1994 Mr. Tom Vosburg Transportation Department City of Fort Collins 281 North College Avenue P.O. Box 580 Fort Collins, CO 80522-0580 Re: First Choice Bank (LSC #940440) Dear Tom: Thank you for the opportunity to meet and discuss the traffic impact analysis for First Choice Bank. The following addresses your comments: 1. Future trip diversion due to the completion of Mitchell Drive and the recirculation system: The traffic analysis, page B-8, states that "about 1,000 trips per day will -be diverted from the College Avenue/ Horsetooth Drive Road :intersection once. this new recirculation system is in place." These trips will most likely come from the area bounded by Mitchell Drive, College Avenue, Horsetooth Road and Bockman Drive. Currently, this area contains various retail businesses, including a video rental outlet, florist, fast food restaurant, auto parts store, and paint store. A rough estimate of the trips generated in this area is 8, 000 vehicle trips per day. The diverted trips would be trips coming from or going to the east, which are estimated to be 25 percent of total trips. Thus there may be 2,000 vehicle trips that could be diverted. Due to trip linking, proximity of the uses to College Avenue and ease of access to College Avenue for right turning vehicles, about half of these trips, or 1,000 per day, are projected to be diverted. 2. Site -Access total trips: Figure 7, Peak -Hour Site -Generated Traffic has been revised to include trips entering or exiting the site from the south. Also, the Mitchell Drive access diagram has been revised to reflect trips coming from Horsetooth Drive east, which were not included in the original analysis. The driveway totals now match the trip generation analysis (except for rounding ). Capacity analyses for 1995 and 2010 were rerun and are included with this letter. No significant difference was found. 3. Required distance for northbound College Avenue right -turn lane: Using Tables 4.8.1 and 4.8.4 of the State Access Code, the required length of this turn lane assuming a 40 mph posted speed and a stop condition is NO