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Home My WebLink AboutWATERSTONE APARTMENTS - 7-97A - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYcY HCS_-Unsionalized Intersections Release 2.1d ---- --___ SACDPIST.HCO Paoe 2 --- Worksheet for TWSC Intersection Step 1: RT from Minor Street ------------- --------WB --------------- ------------- - ----------------------- Conflicting Flows: (voh) ----- Potential Capacity: (pcph) 13tJ6 Movement Caoacitv: (pcph) 30= Prob. of Queue -Free State: 302 ---------------- ---------------- U.9- ------------ teD 2: LT from Major Street _______ ----------------------- -------------------- NE Conflicting Flows: (vph) ______ ------- Potential CaDaGity: (pcph) 2669 Movement Capacity: (pcph) 63 Prob• of Queue -Free State: 63 J ,�-7 ------------- Step 4: LT from Minor Street Wb ---------EB --------------- ---------------------- Conflictino Flows: (vph) ___ Potential Capacity: (pcph) 4914 Major LT, Minor TH 1 Impedance Factor: Adjusted Impedance Factor: `-).Ou Caoacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) --------=---------------------------- Intersection Performance Summary Flow Move Shared Total Queue Rate Cap Cap Delav Movement (pcph) (pcph) Lenoth LDS Approach Delav (pcph)(sec/veh) (veh) ---- ------ t-------) ------- ES L 29 * ------------ --------- * F EB R 23 302 12.9 0 NB L 46 63 146.3 2,4 F 2.7 Intersection Delav = * * The calculated value was greater than 999.9. HCS: Unsignalized Intersections Release 2.1d SACOPI5T.HCO Page 1 LEIGH. SCOTT AND CLEARY. INC. ---- --------------- 1869 York Street Denver. CO 80206- Ph: (303) 333-1105 --------------------------------------------------------------- ------------------- ____ Streets: (N-S) College Avenue (E-W) Site Access_ Major Street Direction.... NS Length of Time Analyzed... 15 (min) Analyst.. ......... SMD Date of Analysis...... 1/3/97 Other Information........2015 total . Two-wav Stoo-controlled Intersection traffic. PM PEAK Northbound ; Southbound ; Eastbound L T Westbound ---- R , L T R ; L T R ; L T R - ---- -- ---;---- ---- No. Lanes ; 1 2 0; 2 1-------- ---- ---- 0 Stoo/Yi el d; N1 �) 1 U r) p ; N Volumes 40 2120 2481,) 55 ; 25 ?i> ; PHF .95 .95 .95 .95; .95 Grade 0 .95; 0 U MC's (::i , SU/RV's l%); CV's (7.) PCE's ;1.10 ---- ---- Adjustment Factors Vehicle Maneuver Left Turn Major Road Right Turn Minor Road Through Traffic Minor Left Turn Minor Road Critical Follow-uc Gao (tg) Time (tf ) -------------------------------------- S.SU i.10 5.50 2.60 Road 6.50 7.0u 3.4:i .. HCS: ------Unsignalized Intersections Release 2.1d SACOAI5T.HCO P ---------- -___--- age 2 -Worksheet for TWSC Intersection -------- ----- ---------- Step 1: RT from Minor ----------WB------- Street ______ -------------- --------------- EB Conflicting Flows: (vph) ___ --------_ Potential Capacity: (pcohi 652 Movement Caoacity: (pcph) 647 Prob. of Queue -Free State: 647 ------------------ ----------- 0.93 ----------- Step 2: LT from Major Street -5E---_______ __ ----- ----------- ------- --------------------------------- NB Conflicting Flows: (voh) Potential Capacity: (pcoh) 1321 Movement Caoacity: (pcoh) '35 Prob. of Queue -Free State: 335 --------------- ------------- 0.96 -------------We-----------EB Step 4: LT from Minor Street --------------- ---------------- onflictinq Flows: (vph) ---------J319 ___ Potential Capacity: (pcoh.) Major LT, Minor TH 8 Impedance Factor: Adjusted Impedance Factor: 0,96 Caoacity Adjustment Factor 0.96 due to Impeding Movements Movement Capacity: (pcph) `� 96 ------------ ---------- ----------------------------- Intersection Performance Summary Avo . Flow Move Shared Total 95i. Queue Cap CaD elav (pcph) (pcph) Lenoth LOS Approach DelavMavement (pcph)(sec/•veh) -------- (veh) ------ (sec/ven) ------- ES L 64 ----- ---7.3 F EB R 46 647 6.0 0.1 B k NB L 12 33z5 11.1 Intersection Delav, = 68.5 sec/veh * The calculated value was greater than 999.9. ►r HCS:-Unsionalized-Intersections Release 2.1d SACOAIST.HCO Paoe 1 LEIGH. SCOTT AND CLEARY. INC,__________________________________________ 1889 York Street Denver, CO 80206- Ph: (3o3) 333-1105 ---------------------------------- ---------------------------_______---------- Streets: (N-S) Colleoe Avenue ---`----- =__ Major Street Direction.... NS (E-W) Site Access Length of Time Analyzed... 15 (min) Analyst ................... SMD Date of Analysis....... 1/3/97 Other Information.........2015 total traffic. AM PEAK; Two-way Stoo-controlled Intersection -------------------------- ___________ Northbound Southbound -'---- L T R I L T R LEastbound t LWestboundR R --, 0 2 1 1 1 --- ---- ---- ---- No. Lanes 1 2 U Stop/Yield ; 1\1% } 1 % 0 c) 0 Volumes 10 1E95 PHF .95 .95 Grade () MC' s SU/RV's c%); CV's (%) ; PCE's !1.10 --------------------- 1'240 .95 0 15% 55 40; 95% .95 .95% , ' t1.10 1.10; -------------------------------------- Adjustment Factors Vehicle Maneuver Critical ------------ ----------------------------------- Sao (to) Left Turn Major Road 5.50 Richt Turn Minor Road 5.50 Through Traffic Minor Road 6.50 Left Turn Minor Road 7.00 Follow-uo lime (tf) ------------ .1. 1U 2.60 ,...z. U 3.4c, HCS:-Unsianalized-Intersections -- Release 2.1d----SACOP20T.HC0---Paae-2 -----Worksheet for TWSC Intersection -------- -------------- 1: RT from Minor Street WB-------- -- ------------- EH Conflicting Flows: (vph) ____ ----- Potential CaDaCity: (DCDh) 937 Movement Caoacity: (pcoh) 521 Prob. of Queue -Free State: 521 ------------- 0.9e, Step 2: LT from Major Street ----------- SE NE ------- ------ - --------------- Conflictina Flows: (voh) ---------------- Potential Caoacity: (pcph) 173- Movement Caoacitv: (pcoh) 202 Prob. o+ Queue -Free State: 202 -------------------- ------------------ 0.77 Step 4; LT from Minor Street -- -WE------------- ---------------- ----------- EB Conflictina Flows: (voh) _ Potential Caoacity: (pcoh) Major LT. Minor TH Impedance Factor: Adjusted Impedance Factor: 0.77 Caoacity Adjustment Factor 0.77 due to Imoedina Movements Movement Caoacity: (pcph) -------------------------------- ------------------------ ��'�� Intersection Performance Summary Avo. 95".' Flow Move Shared Total Queue Rate Cao Cao Auoroach Movement (Dcph) Pcph) ( Delay Lveena) LOS Delay pcph)(sec/veh) (h) -------- ------------- (sec/veh) cH L 9 ---3.2 F ES R NH L 46 521 7. . H 202 23.0 0.8 D Intersection Delav = 19.4 sec/veh * The calculated value was greater than 999.9. * 0.6 HCS: Unsianalized Intersections Release 2.1d SACOP20T.HC0 Paoe 1 LEIGH. SCOTT AND CLEARY. INC. 1889 York Street Denver. CO 80206- Ph., (303) .3.33-1105 Streets: (N-S) College Avenue (E-W) Site Access Major Street Direction.... NS Lenoth of Time Analvzed... 15 (min) Analyst................... SMD Date of Anal vsi s....... 1 / 3/ 97 Other Lnformation......... 2000 total traffic. PM PEAK Two-wav Stoo-controlled Intersection Northbound Southbound : Eastbound - WestbounC -L -- -T - R : L T R : L T R : L T R ---- ---- --- -- No. Lanes 1 ? 0 0 2 -- ---- ---- 1 1 0 1 C) Stoo/Yield N; N; u 0 Volumes : 4O 1450 ; 1590 55 : 25 2 PHF : 95 95 0 95 .95; .95 .95; Grade 0 0 MC's (Y.) 0 : SU/RV's (%): 1 PCE's :1.10 1.10; ------------------------------------- Adiustment Factors Vehicle Maneuver Critical Follow-url --------------------------------- Gao (to) Time (tf) Left Turn Major Road 5.50 Right Turn Minor Road 5.50 2.10 Through Traffic Minor Road 6.50 2.6� Left Turn Minor Road 7.00 �'�V HCS_-Unsionalized-Intersections Release 2.1d SACOA20r.HC0 Paae _ ---------------- --------------------------- Worksheet for TWSC Intersection ---------------------- Steo 1: RT from Minor Street __ ------------------- WE ES Conflictino Flows: (voh) - -- Potential CaDaCity: (Dcoh) 418 Movement Caoacitv: (ocoh) 850 Prob. of Queue -Free State: 850 ------------------ -------------------------- 0.95 Steo 2: LT from Maior Street --------------------- ---------------- N5 _____________ Conflictino Flaws: (vah) - ___ Potential Caoacitv: (Dcoh) 85:; Movement CaDacity: (Dcoh) 597 Prob. of Queue -Free S 59'' ---------tatee U.98 Steo 4: 4: LT from Minor S ..treet - ---------------------------------------- W8 ES Conflictino Flows: (vDh) Potential CaDacity: (ocoh) 2135 Maior LT. Minor TH 46 Imoedance Factor: Adiusted Imoedance Factor: 0.98 Caoacitv Adiustment Factor ().9E due to Imaecino Movements Movement Caoacitv: ( DCDh) U.9b --------------- ------------------------------- 15 Intersection Performance Summary Flow Move Shared Totai Queue Rate CaD Car) Delay Movement (ocoh) Lenoth LOS ~r)Deiavh (Dcoh) (ocoh)(sec/veh) -------- (veh) �Sec �veh) ESL .45 420.4 ----- 4,7 --------- EB R 4c 850 4.5 _ 0.0 A 245.3 NB L 12 597 6.2 0.0 B V.1 Intersection Delay = 11.0 sec/veh -?CS: Unsionali=ed Intersections Release 2.1d SACOA20T.HCO Paae 1 _SIGH. SCOTT AND CLEARY. INC. 1B89 York Street Denver. CO 80206- Ph: (303) 333-1105 ---------------------------------------------------------- ------------------------- Streets: (N-S) Collece Avenue (E-W) Site Acces=- Maior Street Direction.... NS Lenoth of Time Analyzed... 15 (min) Anal vst................... SMD Date o+ Analvsis.......... 1/3/97 Other In+ormation......... 2000 total traffic. AM PEAK Two-wav Stoo-controlled Intersection Northbound ; Southbound ; Eastbound t Westbounc L T R ; L T R ; L T R ; L T R --------.'---- ---- No. Lanes 1 2 0 ; 0 2 1 1 1 0 1 ; Stoo/Yield 0 0N� N; Volumes ; 10 1215 795 15; 55 40; PHF .95 .95 .95 .95: .95 95; Grade 0 0 MC's (;:) '7 CV's (%) PCE's ;1.10 '1.10 ----------------------------------------------------1-10--------------- Adiustment Factors Vehicle Critical F ManeuverGao (to) Time ttoi 1 ow-uo ------------------ - ------------------------- Left Turn MaSor Road 5.5U---------------± 1',--- Richt Turn Minor Roac 5.5i:, Throuch Traffic Minor Road 5; 2. 6C 6. t� �. 30 Lett Turn Minor Roae 7.uC} 3.4u APPENDIX B Level of Service Analyses Counter Measures *** Weekly Summary for week of December 31, 1996 *** Page 2 Data File : M1296010.PRN Btation : 000000000001 Lane(s) : 2 Identification : 000000000001 Direction : Northbound City/Town : FT. COLLINS County : BOULDER -ocation : US 287 N/O CRESTRIDGE ST 5 6 31 1 2 3 4 Wkday Daily Time ----- ----- Sun Mon Tue ----- ----- Wed ----- Thu Fri ----- ----- ----- Sat Avg. ----- Avg. ----- 01:00 3 7 5 4 D2:00 0 13 7 5 D3:00 4 21 13 9 04:00 21 73 47 34 05:00 52 172 112 80 )6:00 134 312 223 159 07:00 212 368 290 207 08:00 357 102 230 164 J9:00 573 634 604 431 10:00 441 576 509 363 11:00 473 552 513 366 12:00 492 531 512 365 13:00 649 649 464 14:00 927 927 662 15:00 1142 1142 816 16.00 1362 1209 1286 918 17:00 1248 1001 1125 803 18:00 1112 1072 1092 780 19:00 986 745 866 618 20:00 728 637 683 488 21:00 57 429 243 174 22:00 34 72 53 38 23:00 27 29 28 20 24:00 16 13 15 10 ----- ----- Totals ----- ----- 5570 ----- 10687 ----- ----- ----- 3361 ----- 11168 ----- 7977 o Avg Wkday 49.9 95.7 30.1 o Avg Day 69.8 134.0 42.1 AM Peak Hr 09:00 09:00 AM Count 573 634 PM Peak Hr 16:00 16:00 PM Count 1362 1209 Counter Measures *** Weekly Summary for week of December 31, 1996 *** Page 1 data File : M1296010.PRN Station : 000000000001 Lane(s) : 1 Identification : 000000000001 Direction : Southbound -ity/Town : FT. COLLINS County : BOULDER -ocation : US 287 N/O CRESTRIDGE ST 5 6 31 1 2 3 4 Wkday Daily Time ----- ----- Sun Mon Tue ----- ----- Wed Thu Fri ----- ----- Sat Avg. Avg. 01:00 ----- 4 ----- 8 ----- 6 ----- 4 J2:00 1 3 2 1 D3:00 2 7 5 3 04:00 17 32 25 18 05:00 22 57 40 28 )6:00 47 18 33 23 07:00 58 234 146 104 08:00 123 533 328 234 )9:00 324 524 424 303 10:00 612 498 555 396 11:00 721 547 634 453 12:00 689 612 651 465 13:00 1213 1213 866 14:00 1172 1172 837 15:00 1293 1293 924 16:00 1342 1178 1260 900 17:00 1402 1001 1202 858 18:00 1369 972 1171 836 19:00 1312 853 1083 773 20:00 531 772 652 465 21:00 107 312 210 150 22:00 58 117 88 63 23:00 31 47 39 28 24:00 17 21 19 14 ----- ----- Totals ----- ----- 6169 ----- 11571 ----- ----- ----- 3073 ----- 12246 ----- 8747 s Avg Wkday 50.4 94.5 25.1 o Avg Day 70.5 132.3 35.1 aM Peak Hr 11:00 12:00 aM Count 721 612 PM Peak Hr 17:00 15:00 DM Count 1402 1293 Counter Measures Site Code : 6 4-S Street: US 287 :-W Street: CRESTRIDGE ST/SMOKEY ST. ------------------------------------ Movements by: Primary PAGE: 1 FILE: US287CRE DATE: 1/02/97 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR ........ VOLUMES ........ .... PERCENTS ... FROM ----------------------------------------------------------------------------------------------- PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:30 PM 0.96 24 1372 32 1428 2 96 2 East 4:15 PM 0.68 53 0 50 103 51 0 49 South 4:00 PM 0.93 34 1174 4 1212 3 97 0 West 5:00 PM 0.75 it 0 19 30 37 0 63 Entire Intersection North 4:15 PM 0.97 24 1352 38 1414 2 96 3 East 0.68 53 0 50 103 51 0 49 South 0.90 31 1141 5 1177 3 97 0 West 0.63 11 0 14 25 44 0 56 24 1352 38 L 1414 1 CRESTRIDGE ST/SMOKEY ST. 14 0 25 J 11 US 287 F 53 103 0 L 50 CRESTRIDGE ST/SMOKEY ST. 1177 5 1141 31 Counter Measures .Skte Code : 6 4-5 Street: US 287 -W Street: CRESTRIDGE ST/SMOKEY ST. Movements by: Primary PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR ........ VOLUMES ........ FROM PEAK HOUR FACTOR Right Thru Left Total ---------------------------------------------------------------------------- North 7:30 AM 0.87 11 656 39 706 East 7:30 AM 0.80 21 0 14 35 South 7:15 AM 0.74 48 970 8 1026 West 7:30 AM 0.53 6 0 13 19 Entire Intersection North 7:30 AM 0.87 11 656 39 706 East 0.80 21 0 14 35 South 0.74 44 974 8 1026 West 0.53 6 0 13 19 11 656 39 706 J CRESTRIDGE ST/SMOKEY ST. 13 1 0 19 61 US 287 PAGE: 1 FILE: US287CRE DATE: 1/02/97 .... PERCENTS ... Right Thru Left ------------------- 2 93 6 60 0 40 5 95 1 32 0 68 2 93 6 60 0 40 4 95 1 32 0 68 F 21 35 0 . 14 CRESTRIDGE ST/SMOKEY ST. F1026 -7 8 974 44 -Site Code : 6 I-$ Street: US 287 -W Street: CRESTRIDGE ST/SMOKEY ST. rime From North 3egin ------------------------------------ RT THRU LT 6:30 4 80 2 6:45 1 71 9 HR TOTAL 5 151 11 7:00 AM 0 85 5 7:15 4 100 7 7:30 2 133 6 7:45 2 173 16 HR TOTAL 8 491 34 8:00 AM 2 152 16 8:15 5 198 1 4:00 PM 4 314 14 4: 15 8 334 14 4:30 6 344 13 4:45 6 320 4 HR TOTAL 24 1312 45 5:00 PM 4 354 7 5:15 8 354 8 5:30 4 313 2 5:45 9 290 1 HR TOTAL 25 1311 18 ------------------------------------ DAY TOTAL 69 3615 125 Counter Measures ------------------------------------------- Movements by: Primary From East From South RT ------------------------------------------- THRU LT RT THRU LT 0 0 0 2 111 0 1 0 1 3 138 0 1 0 1 5 249 0 4 0 1 7 159 0 2 1 3 9 185 4 3 0 2 9 225 0 7 0 4 16 328 2 16 1 10 41 897 6 7 0 4 14 232 2 4 0 4 5 189 4 ---------------- Break ------------------ 12 0 6 7 271 0 10 0 12 10 316 1 11 0 12 11 287 0 11 0 9 6 300 3 44 0 39 34 1174 4 21 0 17 4 238 1 8 0 6 5 296 0 4 0 5 5 255 1 7 0 6 1 238 2 40 0 34 15 1027 4 112 1 92 114 3768 20 From West RT THRU LT 1 1 0 0 0 2 1 1 2 1 0 2 0 0 5 0 0 4 0 0 4 1 0 15 1 0 1 5 0 4 PAGE: 1 FILE: US287CRE DATE: 1/02/97 ---------------- Vehicle Total ---------------- 201 226 427 264 320 384 552 1520 431 419 1 0 5 634 4 0 2 711 1 0 2 687 1 0 5 665 7 0 14 2697 5 0 5 656 2 0 2 689 3 0 6 598 1 0 6 561 11 0 19 2504 ------------------------------- 26 1 55 7998 APPENDIX A Existing Traffic SECTION G Conclusions Based upon the foregoing analysis, the following conclusions can be made concerning the traffic impacts and access requirements of the proposed Waterstone Apartments develop- ment: 1. When completed, this 12-acre development will contain 220 dwelling units . 2. The vehicle -trips generated by the proposed development will total about 1,384 daily external trips. During the morning peak -hour, approximately ill trips (19 entering and 92 exiting) will be generated. The evening peak -hour can expect 132 external trips (90 entering and 42 exiting) during an average week- day. 3. The access to the development will be provided by a full movement intersection with College Avenue across from Bueno Drive. This access intersection onto College Avenue is expected to operate with some delay for exiting left -turning movements with the planned stop sign control. However, signalization would not be warranted with the expected volumes of traffic. In addition, provisions should be made for a possible future connection of the site south to Crestridge Street. 4. The intersection of the site access driveway with College Avenue will require a right -turn deceleration lane at the southbound approach. This deceleration lane should be 450 feet in length with 270 feet of taper. This deceleration lane may be designated within the shoulder area on the west side of College Avenue. A left-tum deceleration lane will be required at the northbound approach to the site access driveway/College Avenue intersection. This deceleration lane should be 485 feet in length with an additional 25 feet of storage length. Added to this 510 feet should be an additional 270 feet of taper length. This left -turn deceleration lane may be designated within the existing center left -turn lane. A continuous right -turn lane should be designated at the southbound shoulder on College Avenue between the southbound access and Crestridge Street. G-1 Access to the Waterstone Apartments development would only be via a right - turn -only access on College and a connection to Crestridge Street on the south. Assuming a raised median constructed on College Avenue, the relatively high number of left -turning vehicles exiting the project would have to travel south on College Avenue or filter south through the residential neighborhoods to the south. The next signalized intersection on College Avenue, south of the development, is located at Skyway Drive, which is 2,000 feet south of the proposed access intersection. The increased vehicle miles of travel and potential impact on residential neighborhoods makes a right -turn -only access on College Avenue for the Waterstone Apartments development an undesirable option. It is therefore recommended that the Waterstone Apartments develop- ment access intersection with College Avenue be a full movement intersection. F-3 Fairway Ln. Approx. Scale 1" = 800, 00 CPP i f Re —stripe for v Right —Turn Decel. v Lane 450' Length g + 270' Toper At Southbound Shoulder. Re —stripe Center Left —Turn Lone Lane As Left —Turn Decel. Lane, 510' Length + 270' Taper. SITE m Milky Way Dr. Re —stripe Southbound Shoulder S For Rlght—Turn Lane From C Access to Crestridge St. n u Saturn Dr. z Star Way LEIGH. SCOTT & CLEARY. INC Skywoy Dr. I Figure 9 Recommended Improvements Waterstone Apartments (LSC #961680) January, 1997 F-2 SECTION F Access Recommendations Based on the analysis of traffic impacts associated with the proposed Waterstone Apart- ments development, the following recommendations are offered: • Analysis of the intersection of the site access point with College Avenue indicates that left turns exiting the site are expected to experience long delays. However, the volume of left turns exiting the site is not large enough to meet any signalization warrants, and therefore this intersection should not be signalized. • It is recommended that a right -turn deceleration lane be striped at the south - bound approach to the access driveway's intersection with College Avenue. This deceleration lane should have a length of 450 feet with an additional taper length of 270 feet. This deceleration lane may be designated within the shoulder area on the west side of College Avenue. A left -turn deceleration lane should be designated in the center left -turn lane at the northbound approach to the site access intersection with College Avenue. This deceleration lane should have. a length of 485 feet with an additional 25 feet. of storage length. Additional to this length should be a 270 foot taper. These recommendations are based on the requirements of The State Highway Access Code, 2 CCR 601-1 (1985). The lane and taper lengths are based on a posted speed of 55 mph. To facilitate exiting right turns onto College Avenue and right turns onto Crest - ridge, a continuous right -turn lane should be designated at the southbound shoulder on College Avenue between the access and Crestridge Street. This recommendation is illustrated in Figure 9. • A report dated November 1988 entitled South College Avenue Access Control Studu, compiled by Krager and Associates, Inc. for the City of Fort Collins makes several recommendations affecting the vicinity of the proposed Water - stone Apartment site. In this report, the following recommendation is made: "Full turning movements are to be allowed only at signalized intersections....". In addition, a circulation roadway is shown in Figures 13 and 14 that would connect Crestridge Street south of the site with Fairway Lane north of the site, thereby allowing traffic generated by the Waterstone Apartments as well as traffic from other developments in this vicinity to access a full -movement signalized intersection. This access proposal appears to be an acceptable method to access College Avenue without creating a new full -movement, unsignalized intersection as an access for the Waterstone Apartments site. However, according to updated proposed land uses, the area to the north of the Waterstone Apartments, through which this proposed circulation roadway would pass, is now designated as open space and a city park. With these land uses in place, a circulation roadway would not be possible and the access plan proposed in the 1988 South College Avenue Access Control Study would not be workable. F-1 Description of Results It is expected that for the Year 2000 total traffic condition, the left -turning traffic exiting the site is expected to experience a Level of Service (LOS) "F" (failure) for both morning and evening peak -hour periods. This LOS is expected to persist through 2015. Despite the long delays that will be experienced by vehicles attempting this left -turning move- ment, the volume of vehicles is not expected to be large enough to warrant the signalization of this intersection. E-6 LEGEND: 1.240 AM Peak —Hour Traffic z'480 = PM Peak —Hour Traffic 40,000 = Average Weekday Traffic H, SCOTT & CLEARY, INC e rigure 8 2015 Total Peak -Hour and Average Weekday Traffic Waterstone Apartments (LSC #961680) January, 1997 E-5 LEGE(�U. 10 _ ao — AM Peak —Hour Traffic PM Peak —Hour Traffic LEIGH. SCOTT & CLEARY. INC 7 LV\J<J 1 V LQk Peak -Hour Traffic Waterstone Apartments (LSC #961680) January, 1997 E-4 LEGENu: z.o _ AM Peak —Hour Traffic z.aeo — PM Peak —Hour Traffic 40,000 = Average Weekday Traffic LEIGH, SCOTT & CLEARY, INC e A 2015 Background Peak -Hour and Average Weekday Traffic Waterstone Apartments (LSC #961680) January, 1997 E-3 LEGEN 795 MM reoK—nour IraTTIC `sso = PM Peak —Hour Traffic 25,600 = Average Weekday Traffic LEIGH, SCOTT & CLEARY, INC �IALIT wJ e 5 1U-t-UM EMM E Background Traffic Waterstone Apartments (LSC #961680) January, 1997 E-2 SECTION E Traffic Impacts In this report, traffic impacts are expressed in terms of future intersection operational analyses and in terms of project -generated traffic as an increment of future total traffic. Future total traffic volumes in the vicinity of the Waterstone Apartments development will be the sum of the project -generated traffic and the future"background traffic" which is all other traffic that would be on the street system without any development on the subject site. Background Traffic The estimates of future morning and evening background traffic are shown in Figures 5 and 6 for the Years 2000 and 2015, respectively. These projected traffic volumes were provided by the City of Fort Collins and represent a three percent growth rate. Total Traffic The combined project -generated and future background traffic volumes for morning and evening peak -hours are shown in Figures 7 and 8 for 2000 total traffic and 2015 total traffic, respectively. Volumes have been rounded up to the nearest five vehicles per hour. These volumes have been used as input into intersection capacity calculations discussed in the following section. Intersection Capacity Analysis The traffic impacts of the Waterstone Apartments development can be described by evaluating the resulting Levels of Service (LOS) at the intersections and the access points that will be directly impacted by the development. The only intersection that is expected to be significantly impacted will be the proposed access intersection with College Avenue. Intersection capacities have been analyzed in accordance with the requirements of the 1985 Highway Capacity Manual (HCM), using the 'operations" methodology. Traffic volumes used in the analyses include those from Figures 7 and 8. The complete analysis reports are contained in Appendix B of this report. E-1 LEGEN 55 _ AM Peak —Hour Traffic - r s5 PM Peak —Hour Traffic LEIGH. SCOTT & CLEARY. INC I VjCI.L-%.=l ICI ULC� Peak -Hour Traffic Waterstone Apartments (LSC #961680) January, 1997 D-4 Assignment of Project -Generated Traffic The assignment of project -generated traffic to the surrounding street system and to the access points is shown in Figure 4 for the morning and evening peak -hour periods of an average weekday. These assignments are made by applying the trip generation estimates of Table 1 to the trip distribution percentage factors of Figure 3. The morning and evening peak -hour traffic volumes are given in vehicle -trips per hour. D-3 LEGEND: e ..J 3 Directional Distribution of Project -Generated Traffic 60% = Percent Distribution of Project —Generated Traffic waterstone (LS Apartments LSC /J961680) January, 1997 . LEIGH. SCOTT & CLEARY. INC. D-2 SECTION D Traffic Distribution and Assignment Traffic Distribution The directional distribution of generated vehicular traffic on the roadways providing access to and from the proposed Waterstone Apartments development is one of the most important elements in planning its specific access requirements and in determining its traffic impacts on surrounding roadways and intersections. Major factors which have influenced the traffic distribution assumptions include: • The location of the development with respect to its planned land uses, other nearby residential areas, and other activity and employment centers. • The roadway network serving the site. • The planned access system on the site. • The existing traffic distribution system as evidenced by counts conducted on January, 1997 by Counter Measures, Inc. • The types of land uses to be constructed. After considering the combined effects of these factors, specific distribution estimates have been made. The results of these estimates and the percent of project -generated traffic on the surrounding roadway system are shown in Figure 3. The percentages shown are descriptive of the traffic during the evening peak -hour, which is the highest traffic period in the day. It is estimated that 60 percent of the traffic generated by the Waterstone Apartments project will be directed to and from the north on College Avenue toward Fort Collins and Harmony Road which has an interchange with Interstate 25. It is estimated that the remaining 40 percent will be directed to and from the south on College Avenue. D-1 0 N Table 1 TRAFFIC GENERATION ESTIMATES Waterstone Apartments Fort Collins, Colorado Trip Trip Generation Rates Generatior Average Peak -Hour Trips (1) Averag Land Use Units Weekday AM In AM Out PM In PM Out Weekd Apartments 220 d.u. (2) 6.29 0.09 0.42 0.41 0.19 1,384 (2) Dwelling Units. Generation", 5th Edition, 1991, Vehicle -Trips Generated Peak -Hour Trips AM In AM Out PM In PM Ou 19 92 90 42 SECTION C Traffic Generation The amount of traffic to be generated by the Waterstone Apartments development has been determined using trip generation rates published by the Institute of Transportation Engineers (ITE) in its report, Trip Generation, 5th Edition, 1991. The resulting forecasts are given in Table 1. The number of vehicle -trips expected to be generated by the Water - stone Apartments development during morning and evening peak -hours and for an average weekday are shown. The number of dwelling units is the basis for the trip - generation estimate for an apartment development. Based on these land uses and the ITE trip generation rates and the assumptions described previously, the Waterstone Apartments development is estimated to generate approximately 1,384 vehicle -trips per day on the average weekday (692 entering and 692 exiting trips within a 24-hour period). During the morning peak -hour, there will be about 19 entering vehicles and about 92 exiting vehicles. During the evening peak -hour, there will be about 90 entering vehicles and about 42 exiting vehicles. C-1 surveyed during the morning and evening peak travel periods of 6:30 to 8:30 AM and 4:00 to 6:00 PM, respectively. The actual peak -hours at these intersections generally occurred from 6:30 to 7:30 AM and from 4:00 to 5:00 PM. The 24-hour counts on College Avenue indicate that College Avenue south of the site carries about 23,400 vehicles per day. Access Plan One access point is planned to the public road system from the Waterstone Apartments development. This access point, the site plan, and surrounding land uses are illustrated in Figure 1. The access is planned to .be a full -movement, stop sign controlled inter- section located approximately 900 feet north of the Crestridge Street/College Avenue intersection, lining up with Bueno Drive. A future connection of the site is planned to Crestridge Street. B-4 LEA "" PM Peak —Hour Traffic 23,400 = Average Weekday Traffic LEIGH. SCOTT & CLEARY. INC e 2 L. AIQLII IIJ. I VCLK I IVUI MI I 24-Hour Traffic Counts Waterstone Apartments (LSC #961680) January, 1997 B-3 LEGEND: Scale D00' Figure 1 s = Signal Site Location and f = Stop Sign Existing Traffic Controls H. SCOTT & CLEARY. INC Woterstone Apartments (LSC #961680) January, 1997 B-2 SECTION B Roadway and Traffic Conditions The location of the proposed Waterstone Apartments development is shown in Figure 1. This site is in an area which is located near the intersection of College Avenue/Crestridge Street in Fort Collins. The area consists of residential and commercially zoned land. Presently, the site is undeveloped. North of the site is a 40-acre city park and land proposed as open space. Immediately to the south of the site exists undeveloped land and further south is single-family residential development. College Avenue lies to the east of the site and Crestridge Street lies somewhat south of the site. Area Roadways Major roadways, lane configuration, and traffic control devices in the vicinity of the site are also illustrated in Figure 1. These roadways are described below along with a brief discussion of anticipated future roadway construction and improvements. • College Avenue (US 287) is a north -south major arterial with two through lanes in each direction and a center left -turn lane. The cross-section width is 88 feet. This width includes 12-foot wide shoulders on both sides as well as curb and gutter. US 287 begins in Denver as Federal Boulevard and progresses north- ward through Longmont, Loveland and Fort Collins and then onward toward Wyoming. In the vicinity of the site, there are signalized intersections on US 287 at Harmony Road, Fossil Creek Parkway and Skyway Drive, and there is an unsignalized, full movement intersection at Crestridge Street at which traffic from Crestridge Street is controlled by a stop sign. College Avenue is classified as a Category 3 state highway with a posted speed limit of 55 mph. • Crestridge Street is a two-lane, east -west, minor collector roadway that serves the area south of the site. It has a 42-foot wide cross-section with curb and gutter on the south side. Present Traffic Volumes and Traffic Controls Peak -hour turning movement counts were conducted by Counter Measures, Inc. on January 2, 1997 at the intersection of College Avenue/Crestridge Street. Also, 24-hour counts were conducted on College Avenue near the College Avenue/Crestridge Street intersection. Figure 2 summarizes the results of these counts. These intersections were SECTION A Introduction The Waterstone Apartments development is a proposed apartment development located near the College Avenue/Crestridge Street intersection in Fort Collins, Colorado. The project is planned to contain 220 dwelling units at completion of construction. Paramount Concepts, Inc. has retained Leigh, Scott & Cleary, Inc. to prepare a traffic impact analysis of this development. This report was prepared in accordance with the latest requirements of Fort Collins. The purpose of this study is to determine the effects on the safety and capacity of surrounding roadways and intersections due to the construction and operation of the Waterstone Apartments. Specific steps taken in this analytic process are described as follows: • A review and analysis of present roadway and traffic conditions in the vicinity of the site. This task included the review of intersection turning movement counts conducted at the intersection of College Avenue/ Crest - ridge Street. • A determination of the amount of daily and peak -hour traffic that would be generated by the proposed development and an analysis of the directional distribution of the proposed traffic on the surrounding road- way system. • Projections of future background traffic and total traffic volumes (back- ground plus site -generated) on the adjacent street system for Year 2000 and 2015 traffic conditions (beyond buildout). • A determination of future traffic impacts associated with the proposed development. These impacts are based upon estimates of the total amount of traffic on the surrounding roadway system and the resulting Levels of Service (LOS) at the key intersections in the vicinity of the development. • A determination of street and access improvements that will be necessary to mitigate the traffic impacts associated with the proposed development. A-1 TABLE OF CONTENTS Section Description Page A Introduction ......................................... A-1 B Roadway and Traffic Conditions .......................... B-1 C Traffic Generation ..................................... C-1 D Traffic Distribution and Assignment ....................... D-1 E Traffic Impacts ....................................... E-1 F Access Recommendations ............................... F-1 G Conclusions ......................................... G-1 Appendix A: Existing Traffic Appendix B: Level of Service Analyses LIST OF ILLUSTRATIONS Figure Description Page 1 Site Location and Existing Traffic Controls .................. B-2 2 Existing Peak -Hour and 24-Hour Traffic Counts .............. B-3 3 Directional Distribution of Project -Generated Traffic ........... D-2 4 Project -Generated Peak -Hour Traffic ....................... D-4 5 2000 Peak -Hour Background Traffic ....................... E-2 6 2015 Background Peak -Hour and Average Weekday Traffic ...... E-3 7 2000 Total Peak -Hour Traffic ............................ E-4 8 2015 Total Peak -Hour and Average Weekday Traffic ........... E-5 9 Recommended Improvements ............................ F-2 Table LIST OF TABULATIONS Description Page 1 Trip Generation Estimate ............................... C-2 Traffic Impact Analysis Waterstone Apartments Fort Collins, Colorado Prepared for Mr. Bernard Shomberg Paramount Concepts, Inc. 3333 S. Wadsworth, # 104 Lakewood, CO 80227 Prepared by Leigh, Scott & Cleary, Inc. 1889 York Street Denver, CO 80206 (303) 333-1105 January 7, 1997 (LSC #961680) Ji( LEIGH, SCOTT & CLEARY, INC. TRANSPORTATION PLANNING & TRAFFIC ENGINEERING CONSULTANTS 1889 York Street Denver, CO 80206 (303)333-1105 FAX (303) 333-1107 January 7, 1997 Mr. Bernard Shomberg Paramount Concepts, Inc. 3333 S. Wadsworth, # 104 Lakewood, CO 80227 Re: Waterstone Apartments, Fort Collins, CO (LSC #961680) Dear Mr. Shomberg: We are pleased to submit our report of the traffic impacts of the proposed Waterston Apart- ments project in Fort Collins, Colorado. This proposed 12-acre project site is located near College Avenue and Crestridge Street. A total of 220 apartments is proposed. We trust that our findings and recommendations will assist in obtaining approvals for the Waterstone Apartments development. Please call if there are any questions or if we can be of additional assistance. Respectfully submitted, LEIGH, SCOTT & CLEARY, INC. By: C� C:\PROJECTS\961680\WAIERSM.RPr ` TRAFFIC IMPACT .A.NALYSIS FRT COLLINS, COLORADO Lefgrh, Scaftt & Clear, Inc. DEC 2 3 ROM ATTACHMENT L