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Home My WebLink AboutRAMADA LIMITED SUITES PUD - PRELIMINARY/FINAL - 16-96 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYCenter For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------------------ --------------- EB L 9 304 > > > 376 9.9 B 9.9 EB R 4 811 > > > NB L 4 1029 3.5 A 0.0 Intersection Delay = 0.4 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 458 Potential Capacity: (pcph) 811 Movement Capacity: (pcph) 811 Prob. of Queue -free State: 1.00 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 465 Potential Capacity: (pcph) 1029 Movement Capacity: (pcph) 1029 Prob. of Queue -free State: 1.00 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -free State: 0.99 -------------------------------------------------------- Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 930 Potential Capacity: (pcph) 355 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) 353 Prob. of Queue -free State: 1.00 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 930 Potential Capacity: (pcph) 306 Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) -------------------------------------------------------- 304 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 File Name ................ Streets: (N-S) MASON Major Street Direction.... Length of Time Analyzed... Analyst ................... Date of Analysis.......... Other Information.,........ NS 60 (min) EGC 5/12/96 ST AM (E-W) DRIVE Two-way Stop -controlled Intersection ------------------------------------ ------------------------------ ---------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 01 0 0 0 0 Stop/Yield Volumes PHF Grade MCI M SU/RV's ($) CV's M PCE's 0> 1 0 N 4 467 .95 .95 0 0 0 0 0 0 0 1.1 1.1 0 J. 0 N 452 13 .95 .95 0 0 0 0 0 0 0 1.1 --------------- 1.1 S 0 4 .95 .95 .95 0 0 0 0 0 0 0 0 0 0 1.1 --------------- 1.1 1.1 Adjustment Factors ---------------- 0 Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) ------ Delay ------------ LOS By App --------------- -------- EB L ------ 8 ------ 605 > > > 705 5.2 B 5.2 EB R 4 1055 > > > NB L 4 1319 2.7 A 0.0 Intersection Delay = 0.5 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 233 Potential Capacity: (pcph) 1055 Movement Capacity: (pcph) 1055 Prob. of Queue -free State: 1.00 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 239 Potential Capacity: (pcph) 1319 Movement Capacity: (pcph) 1319 Prob. of Queue -free State: 1.00 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -free State: 1.00 -------------------------------------------------------- Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 417 Potential Capacity: (pcph) 659 Capacity Adjustment Factor due to Impeding Movements 1.00 Movement Capacity: (pcph) 657 Prob. of Queue -free State: 1.00 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 417 Potential Capacity: (pcph) 607 Major LT, Minor TH Impedance Factor: 1.00 Adjusted Impedance Factor: 1.00 Capacity Adjustment Factor due to Impeding Movements 1.00 Movement Capacity: (pcph) -------------------------------------------------------- 605 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 File Name ............ Streets: (N-S) MASON Major Street Direction.... Length of Time Analyzed... Analyst... .. .......... Date of -Analysis.......... Other Information......... (E-W) DRIVE NS 60 (min) EGC 5/12/96 ST PM Two-way Stop -controlled Intersection ------------------------------------------------------------------------ Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCI M SU/RVIs M CV's M PCEIs ------------ 0> 1 0 N 4 180 .95 .95 0 0 0 0 0 0 0 1.1 1.1 0 l< 0 N, 227 12I .95 .95 0 0 0 0 0 0 0 1.1 1.1 ��t�4 7 0 4 .95 .95 .95 0 0 0 0 0 0 0 0 0 0 1.1 ---------------- 1.1 1.1 Adjustment Factors 0 0 0 ---------------- 0 Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay ------------ LOS By App --------------- -------- WB L ------ 65 ------ ------ 266 17.9 C 9.3 WB R 136 823 5.2 B SB L ill 1018 4.0 A 0.8 Intersection Delay = 1.7 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 446 Potential Capacity: (pcph) 823 Movement Capacity: (pcph) 823 Prob. of Queue -free State: 0.83 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 475 Potential Capacity: (pcph) 1018 Movement Capacity: (pcph) 1018 Prob. of Queue -free State: 0.89 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 950 Potential Capacity: (pcph) 298 Major LT, Minor TH Impedance Factor: 0.89 Adjusted Impedance Factor: 0.89 Capacity Adjustment Factor due to Impeding Movements 0.89 Movement Capacity: --------------------------------------------------------- (pcph) 266 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 *,r«******«**,t*w*w,rr,t****,tw**,t,t*««w**««**,r,t,r**,t*****w,t****•«,t**** FileName ................ Streets: (N-S) MASON (E-W) BOARDWALK Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst.. EGC Date of Analysis.......... 5/12/96 Other Information......... 1996 ST AM Two-way Stop -controlled Intersection -------------------------------------- ----------------------------- ------------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- --- 0 ' n 1 No. Lanes Stop/Yield Volumes PHF Grade MCI M SU/RVIs M CVIs M PCEIs ------------ 0 l< 0 N 416 59 .95 .95 0 0 0 0 0 0 0 1.1 -------------- 1.1 1 1 0 N 96 409 .95 .95 0 0 0 0 0 0 0 1.1 1.1 0 0 ---------------- 0 Adjustment Factors 56 118 .95 .95 0 0 0 0 0 0 0 1.1 ---------------- 1.1 Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------.------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay ------------ LOS By App --------------- -------- WB L ------ 65 ------ ------ 558 7.3 B 4.8 WB R 136 1122 3.7 A SB L 61 1396 2.7 A 0.5 Intersection Delay = 1.6 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1:'RT from'Minor Street WB. EB Conflicting Flows: (vph) 180 Potential Capacity: (pcph) 1122 Movement Capacity: (pcph) 1122 Prob. of Queue -free State: 0.88 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 187 Potential Capacity: (pcph) 1396 Movement Capacity: (pcph) 1396 Prob. of Queue -free State: 0.96 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 446 Potential Capacity: (pcph) 584 Major LT, Minor TH Impedance Factor: 0.96 Adjusted Impedance Factor: 0.96 Capacity Adjustment Factor due to Impeding Movements 0.96 Movement Capacity: -------------------------------------------------------- (pcph) 558 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 File Name ................ Streets: (N-S) MASON Major Street Direction.... Length of Time Analyzed... Analyst... .. .......... Date of Analysis.......... Other Information......... NS 60 (min) EGC 5/12/96 1996 ST (E-W) BOARDWALK PM Two-way Stop -controlled Intersection ------------------------------------------------------------------------ Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's M SU/RV's M CV's M PCE's ------------ 0 1< 0 N 172 15 .95 .95 0 0 0 0 0 0 0 1.1 1.1 1 1 0 N 52 215 .95 .95 0 0 0 0 0 0 0 1.1 ---------------- 1.1 0 0 0 ---------------- 0 Adjustment Factors 1 0 1 56 118 .95 .95 0 0 0 0 0 0 0 1.1 •--------------- 1.1 Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 «***,t,t**,t**,t**«,tw**,t,r*****,t,t,t**rt,t,t**********,tr,t,t*****,r*+t***•,r*** Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------------------ ------------- WB L 45 281 15.3 C 7.7 WB R 133 840 5.1 B SB L 108 1043 3.9 A 0.7 Intersection Delay = 1.4 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 428 Potential Capacity: (pcph) 840 Movement Capacity: (pcph) 840 Prob. of Queue -free State: 0.84 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 453 Potential Capacity: (pcph) 1043 Movement Capacity: (pcph) 1043 Prob. of Queue -free State: 0.90 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 914 Potential Capacity: (pcph) 313 Major LT, Minor TH Impedance Factor: 0.90 Adjusted Impedance Factor: 0.90 Capacity Adjustment Factor due to Impeding Movements 0.90 Movement Capacity: -------------------------------------------------------- (pcph) 281 0 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 ***,r«*w**,t*,r***«******,r**,r*«****,r***•,r,rw**,r****wr,r*******,r,r,r««,r• File Name Streets: (N-S) MASON (E-W) BOARDWALK Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst... ........... EGC Date of Analysis.......... ,5�/12/96 Other Information......... ST AM Two-way Stop -controlled Intersection ------------------ ------------------------------------------------- ------------------ Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's M SU/RV's M CV's M PCE's ------------ 0 l< 0 N 402 51 .95 .95 0 0 0 0 0 0 0 1.1 --------------- 1.1 1 1 0 N 93 393 .95 .95 0 0 0 0 0 0 0 1.1 ---------------- 1.1 0 0 0 ---------------- 0 Adjustment Factors 1 0 1 39 115 .95 .95 0 0 0 0 0 10 0 1.1 ---------------- 1.1 Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------=----- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------------------ --------------- WB L 19 576 6.5 B 4.6 WB R 25 1136 3.2 A SB L 58 1415 2.7 A 0.5 Intersection Delay = 0.7 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) • 170 Potential Capacity: (pcph) 1136 Movement Capacity: (pcph) 1136 Prob. of Queue -free State: 0.98 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 175 Potential Capacity: (pcph) 1415 Movement Capacity: (pcph) 1415 Prob. of Queue -free State: 0.96 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 425 Potential Capacity: (pcph) 601 Major LT, Minor TH Impedance Factor: 0.96 Adjusted Impedance Factor: 0.96 Capacity Adjustment Factor due to Impeding Movements 0.96 Movement Capacity: -------------------------------------------------------- (pcph) 576 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 File Name ................ Streets: (N-S) MASON Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst.. • EGC . Date of Analysis......... 5 12/96 Other Information........1996 ST (E-W) BOARDWALK PM Two-way Stop -controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 0 1 0 1 Stop/Yield Volumes PHF Grade MCI M SU/RV's M CV's M PCE's ------------ 0 1< 0 N 165 10 .95 .95 0 0 0 0 0 0 0 1.1 1.1 1 1 0 N 50 205 .95 .95 0 0 0 0 0 0. 0 1.1 ---------------- 1.1 0 --------------- 0 Adjustment Factors 16 22 .95 .95 0 0 0 0 0 0 0 1.1 ---------------- 1.1 vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Conclusions Based upon the above documented investigations, analyses, and findings, the following can be concluded: • Acceptable roadway operations currently exist in the area of the site. • The proposed hotel development will generate an estimated 27 morning peak hour trips, 29 afternoon peak hour trips, and 334 trips per day. • In the short-term, site generated traffic is not expected to cause a noticeable impact on roadway operations. • With the hotel fully developed and with the existing roadway geometry, intersection operations are expected to replicate current conditions . • No adverse impacts are expected with the proposed hotel. In summary, the hotel development can be efficiently and easily serviced by the existing street system. Furthermore, since operating levels -of -service are expected to remain stable whether or not the hotel is constructed, the hotel is not expected to adversely impact the adjacent street system. Given these findings, no roadway improvements are recommended in conjunction with this development. I trust this letter report will meet your current needs. Please feel free to call me should you have any questions or need additional information. Sincerely, 4Eue G. Coppola, P. . 0 N N oi� NIA �I0 �� o0 M N N NI j N .— 00 R W�_ 0/23 0/118 8/24 AC 9/56 1 1 "I co L r, � � N N OR Driveway 7n 4/4 4/4 v v olo LEGEND: AM Site/Total PM Site/Total 1 N Boardwalk Figure 3 SHORT-TERM PEAK HOUR TRAFFIC As shown above, the hotel is expected to generate 27 morning peak hour trips, 29 afternoon peak hour trips, and 334 trips per day. Future Traffic Conditions Site traffic was assigned to the adjacent street system via the Mason Street access drive. The assignment was made in general conformance with current directional traffic flows. Background traffic was estimated by increasing current traffic to reflect late 1996 or 1997 conditions. Future peak hour traffic volumes at the access drive and Board- walk Drive intersections along Mason Street are shown on Figure 3. Capacity analyses were performed using short-term traffic volumes (site and back- ground) and the existing roadway geometry. Resultant operating levels -of -service are presented below. INTERSECTION APPROACH- MOVEMENT PEAK HOUR LEVEL -OF -SERVICE AM PM Mason - Boardwalk (Stop Sign) WB LT B C WB RT A B SB LT A A Mason - Access (Stop Sign) EB LT/RT B B NB LT A A As shown above, acceptable operations can be expected with the hotel fully opera- tional. Furthermore, future levels -of -service are expected to replicate current levels -of - service without any supplemental roadway geometry. c 0 0 m 2 cM O (M cM a) O O N L0 M Legend: AM /PM 0 1 Figure 2 CURRENT PEAK HOUR TRAFFIC Under current conditions, only the Mason Street - Boardwalk Drive intersection needs to be investigated. In the short-term, this intersection and the Mason Street driveway to the hotel should be evaluated. Short-term was defined as the opening of the hotel. Existing Conditions Morning and afternoon peak hour traffic counts were taken at the Mason Street - Boardwalk Drive intersection. This data is presented on Figure 2. Using Highway Capacity Manual procedures, intersection operations were evaluated. Mason Street has one lane in each travel direction with a southbound left turn lane at the Boardwalk Drive intersection. On Boardwalk Drive, a left turn and a right turn lane are provided. Resultant levels -of -service are stated below. INTERSECTION APPROACH- MOVEMENT PEAK HOUR LEVEL -OF -SERVICE AM PM Mason - Boardwalk (Stop Sign) WB LT B C WB RT A I B SB LT A I A Site Traffic Using Institute of Transportation Engineers (ITE) trip generation rates, site traffic volumes were estimated. Since site traffic is a function of the number of occupied rooms, a 70 percent occupancy rate was assumed. This rate is typically used within the hotel industry. Resultant site traffic is presented below. Daily AM Pk Hr PM Pk Hr Rate Trips Rate In Out Rate In Out 7.27 334 0.58 16 11 0.62 17 12 ' L6d 3 4 N."; FEEFI■ ■ II I I) BOARDWALK DRIVE r LOT f�l Do ctive 4pulom 7111�� nununuumnu n' 1;�11 o I i y � I LOT 7 IP Ft� I i I I I I ° . I I I W I Z W a W I Figure 1 CONCEPT PLAN 1DAMADALMOM EUGENE G. COPPOLA P.O. Box 260027 Littleton, CO 80126-0027 303-792-2450 May 15, 1996 Mr. George Holter Holter Realty 3501 S. Mason Fort Collins, CO 80525 RE: Traffic Impacts of Proposed Ramada Suites Hotel West Side of Mason Street at Boardwalk Drive - Ft. Collins, CO Dear Mr. Holter: I have evaluated the traffic impacts of the above referenced Ramada Suites project. Key elements of the evaluation are documented in capsule form in the following sections of this letter report. Project Description The hotel will cater to business travellers. It will have 66 units, all of which will be constructed at the same time. No restaurant, lounge, or banquet facilities are planned in conjunction with the hotel. The current development schedule indicates ground breaking in August, 1996 and completion during December of 1996 or early in 1997. The site will have access to Mason Street via a shared driveway with the lot to the south which is currently undeveloped (See Figure 1). Agency Discussions A meeting was held with Eric Bracke concerning the elements of this study. At that meeting, it was determined that a brief analysis would suffice given the amount of traffic expected from the site, the area surrounding the site, and the expedited development schedule. Mr. Bracke requested that current and short-term conditions be evaluated.