KUM & GO #300 PECOS STREET & 88 TH AVENUE THORNTON, COLORADO TRAFFIC IMPACT STUDY REVISION 1 PREPARED FOR KUM & GO 6400 WESTOWN PARKWAY WEST DES MOINES, IOWA 50266 JANUARY 23, 2014 OA PROJECT NO. 013-1721
TABLE OF CONTENTS 1.0 INTRODUCTION AND OBJECTIVE... 1 2.0 DATA COLLECTION... 1 2.1 PEAK HOUR TURNING MOVEMENT COUNTS... 1 3.0 BACKGROUND TRAFFIC... 4 3.1 NETWORK CHARACTERISTICS... 4 3.2 EXISTING CONDITIONS CAPACITY ANALYSIS... 4 4.0 SITE CHARACTERISTICS... 7 4.1 TRIP GENERATION... 7 4.2 TRIP DISTRIBUTION... 7 4.3 TURN LANE ANALYSIS... 7 5.0 EXISTING PLUS SITE CONDITIONS ANALYSIS... 13 5.1 EXISTING PLUS SITE CONDITIONS CAPACITY ANALYSIS... 13 6.0 2035 BACKGROUND CONDITIONS ANALYSIS... 13 6.1 2035 BACKGROUND VOLUMES... 13 6.2 2035 BACKGROUND CONDITIONS CAPACITY ANALYSIS... 17 7.0 2035 PLUS SITE CONDITIONS ANALYSIS... 17 7.1 2035 PLUS SITE CONDITIONS CAPACITY ANALYSIS... 17 8.0 RECOMMENDED IMPROVEMENTS... 21 8.1 EXISTING PLUS SITE CONDITIONS... 21 8.2 2035 BACKGROUND CONDITIONS... 21 8.3 2035 PLUS SITE CONDITIONS... 21 LIST OF TABLES TABLE 1: EXISTING NETWORK SUMMARY... 4 TABLE 2: INTERSECTION LOS CRITERIA... 4 TABLE 3: ITE TRIP GENERATION... 9 Kum & Go #300 Pecos Street & 88 th Avenue Thornton, Colorado i
LIST OF FIGURES FIGURE 1. VICINITY MAP... 2 FIGURE 2. EXISTING PEAK HOUR VOLUMES... 3 FIGURE 3. EXISTING LANE CONFIGURATIONS & TRAFFIC CONTROL... 5 FIGURE 4. EXISTING CONDITIONS CAPACITY ANALYSIS SUMMARY... 6 FIGURE 5. SITE PLAN... 8 FIGURE 6. TRIP DISTRIBUTION... 10 FIGURE 7. PRIMARY PEAK HOUR SITE TRIPS... 11 FIGURE 8. PASS-BY AND DIVERGED PEAK HOUR SITE TRIPS... 12 FIGURE 9. EXISTING PLUS SITE PEAK HOUR VOLUMES... 14 FIGURE 10. EXISTING PLUS SITE CONDITIONS CAPACITY ANALYSIS SUMMARY... 15 FIGURE 11. 2035 BACKGROUND PEAK HOUR VOLUMES... 16 FIGURE 12. 2035 BACKGROUND CONDITIONS CAPACITY ANALYSIS SUMMARY... 18 FIGURE 13. 2035 PLUS SITE PEAK HOUR VOLUMES... 19 FIGURE 14. 2035 PLUS SITE CONDITIONS CAPACITY ANALYSIS SUMMARY... 20 LIST OF APPENDICIES APPENDIX A... COUNT DATA APPENDIX B... EXISTING CONDITIONS CAPACITY ANALYSIS RESULTS APPENDIX C... TURN LANE WARRANT ANALYIS APPENDIX D... EXISTING PLUS SITE CONDITIONS CAPACITY ANALYSIS RESULTS APPENDIX E... 2035 BACKGROUND CONDITIONS CAPACITY ANALYSIS RESUTLS APPENDIX F... 2035 PLUS SITE CONDITIONS CAPACITY ANALYSIS RESULTS Kum & Go #300 Pecos Street & 88 th Avenue Thornton, Colorado ii
1.0 INTRODUCTION AND OBJECTIVE This report documents the results of traffic analyses conducted for a proposed redevelopment of the northeast quadrant of the Pecos Street & West 88 th Avenue intersection in Thornton, Colorado to a Kum & Go fueling station and convenience market, a fast food restaurant, and general retail space. A map showing the general location of the proposed Kum & Go site is illustrated in Figure 1. This traffic study was conducted to identify the expected trips that would be generated by the development and to determine the effects of proposed site on the surrounding roadway network. Specific recommendations are included at the end of this report that help mitigate the traffic impacts. The current site plan shows two new access points being utilized for site traffic, one on Pecos Street and one on West 88 th Avenue. In addition, an existing access serving an apartment complex to the east of the site will be widened to accommodate a shared access between the sites. 2.0 DATA COLLECTION The data collection effort included conducting peak hour turning movement counts, average daily traffic (ADT) counts, and documentation of current roadway geometrics and traffic control. 2.1 Peak Hour Turning Movement Counts Intersection turning movement counts were conducted on Tuesday August 27 th, 2013 at the intersection of Pecos Street & West 88 th Avenue. The counts were conducted during the AM and PM peak periods of traffic flow (7:00am 9:00am and 4:00pm 6:00pm, respectively). Without existing turning movement counts at shared access Drive 3, background turning movement volumes were derived in a separate trip generation for the apartment complex east of the site and applied to the roadway network for Existing conditions. As the review process progressed, the City of Thornton requested a potential traffic increase factor due to the difference in traffic volumes when a nearby water park (Water World) is open with local schools closed versus when the water park is open and school is in session. Twentyfour hour counts along Pecos Street near Water World were provided by the City to help address this issue. These twenty-four hour counts were taken during June 2010 when schools in the area were not in session. Those counts indicated higher PM peak hour volumes than was documented in August 2013. It was determined that Water World s peak hours would occur during the opening and closing times of the waterpark, 10:00am and 6:00pm, respectively. The Water World AM peak hour would not coincide with Kum & Go s AM peak hour site traffic. Although the Water World PM peak hour is close to that of Kum & Go, trips to Kum & Go are based on rates (Section 4.1), not background traffic. Through the preliminary analysis process, it was identified that recommendations that the developer may be responsible for would be dictated by site turning traffic, not background volumes. Following communication with the City, it was agreed that analysis of higher background PM volumes would not be required for this study. Existing Peak Hour Volumes are shown on Figure 2. Count data collected for this study and provided by the City can be found in Appendix A. Kum & Go #300 Pecos Street & 88 th Avenue Thornton, Colorado 1
Kum & Go #300 Thornton, CO LEGEND - Study Intersection I nt er st at e 25 Hur on St. Site W. 88th Ave. Osage St. Pecos St. - Site 9:28:31 AM 12/20/2013 F:\Projects\013-1721\_TRFC\dgn\Figures.dgn W. 84th Ave. FIGURE Vicinity Map 2 1
(9) 0 (446) 227 (384) 191 1 (9) 360 (185) 170 (138) 18 (10) 10 (5) Kum & Go #300 Thornton, CO LEGEND AM (PM) - Peak Hour Volume [ XX,XXX ] - 2013 ADT Drive 3 [ 12,560 ] Pecos St. 172 (234) 1 (3) 383 (284) [ 10,350 ] 4 (10) 538 (511) (12) 4 (9) 0 (14) 0 (18) 3 (513) 358 W 88th Ave F:\Projects\013-1721\_TRFC\dgn\Figures.dgn 12/20/2013 9:28:32 AM Osage St. * Existing Peak Hour Volumes *Traffic counts were not obtained at the intersection of Osage St & W 88th Ave FIGURE 2 3
3.0 BACKGROUND TRAFFIC Year 2013 traffic conditions were evaluated to identify any existing deficiencies and to provide a baseline for comparison purposes. 3.1 Network Characteristics There are two major roadways within the study area, Pecos Street and West 88 th Avenue. Current network characteristics are summarized in Table 1 below. Data in this table was acquired from aerial photography and the City of Thornton Transportation Plan. TABLE 1: EXISTING NETWORK SUMMARY Roadway Section Posted Functional Speed Classification Pecos Street 4-Lane 35 mph Minor Arterial West 88 th Avenue 4-Lane 35 mph Minor Arterial The intersection of Pecos Street & West 88 th Avenue is a signalized intersection with sidewalk access to all legs except the west side approach. Existing lane configurations and traffic control for the study network are illustrated in Figure 3. 3.2 Existing Conditions Capacity Analysis Capacity analyses were performed for all of the study intersections utilizing the existing lane configurations and traffic control. Analyses were conducted using Synchro, Version 8.0 which is based on the Highway Capacity Manual 2010 delay methodologies. For simplicity, the amount of control delay is equated to a grade or Level of Service (LOS) based on thresholds of driver acceptance. The amount of delay is assigned a letter grade A through F, LOS A representing little or no delay and LOS F representing very high delay. Table 2 shows the delays associated with each LOS grade for unsignalized and signalized intersections, respectively. Level-of-Service TABLE 2: INTERSECTION LOS CRITERIA Signalized Average Control Delay Unsignalized A < 10 < 10 B > 10-20 > 10-15 C > 20-35 > 15-25 D > 35-55 > 25-35 E > 55-80 > 35-50 F > 80 > 50 Highway Capacity Manual (HCM 2010) Results of the analyses indicate that all individual movements at the study intersection operate at LOS C or better during AM and PM peak periods of traffic. The 95 th percentile queue lengths for all movements do not exceed available storage in both peak hours. The Existing Conditions capacity analysis summary is illustrated in Figure 4. Detailed results may be found in Appendix B. Kum & Go #300 Pecos Street & 88 th Avenue Thornton, Colorado 4
(TW LTL) 170 165 165 (TW LTL) Kum & Go #300 Thornton, CO LEGEND XXX S - Lane Configuration & Approximate Storage Length - Stop Controlled Intersection - Stop Sign - Signalized Intersection 200 Drive 3 Pecos St. 320 (TWLTL) 60 TWLTL S W 88th Ave FREE RIGHT F:\Projects\013-1721\_TRFC\dgn\Figures.dgn 12/20/2013 9:28:32 AM Existing Lane Configurations and Traffic Control FIGURE 3 5
(A) B (A) B (A) B A (A) A (A) B (B) Kum & Go #300 Thornton, CO LEGEND AM (PM) - Peak Hour LOS S - Stop Controlled Intersection - Stop Sign AM (PM) - Signalized Intersection LOS Drive 3 Pecos St. B (B) C (C) C (C) (B) B (B) B (B) B B (B) (A) A S W 88th Ave F:\Projects\013-1721\_TRFC\dgn\Figures.dgn 12/20/2013 9:28:33 AM Existing Conditions Peak Hour Capacity Analysis Summary FIGURE 4 6
4.0 SITE CHARACTERISTICS To determine the impact of potential site traffic on the roadway network, trips expected to be associated with the site were generated and applied to the study network. The study assumes that access to the site is provided at full movement drives along each abutting public street and a RIRO on 88 th Avenue as shown in the current site plan. A site plan can be found in Figure 5. 4.1 Trip Generation Based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (9 th Edition), trip generation characteristics were developed for the proposed site. The proposed site plan includes a Gasoline/Service Station with Convenience Market (ITE Trip Generation Manual, 9 th Edition code 945, page 1992) with a 4,991 square foot convenience store, a Specialty Retail Center (code 826, page 1579), and a Fast-Food Restaurant with Drive-Through Window (code 934, page 1912). The fueling station will host 20 fueling positions. Trip generation was calculated using vehicle fueling positions as the independent variable. The proposed land-use is expected to generate 346 AM peak hour trips, 398 PM peak hour trips, and 5,219 daily trips. A summary of the expected number of daily, AM peak hour, and PM peak hour trips are shown in Table 3. 4.2 Trip Distribution The market sector for a new gasoline/service station with convenience market, as is being proposed for this site, is primarily existing trips on the adjacent roadways. Accordingly, external trip distributions for this type of land use are generally estimated to be proportional to the existing traffic volumes on the surrounding roadway network. Therefore, existing turning movement counts collected as part of this study were used to calculate the distribution of traffic at external nodes. Using these external distributions, primarily site trips were assigned to the study network. The trip distribution for the proposed site is shown in Figure 6. Primary and Pass-by Peak Hour Site trips for the proposed site are shown in Figure 7 and Figure 8. 4.3 Turn Lane Analysis Both Pecos Street and 88 th Avenue are classified as minor arterial roadways. Drive 1 is located along Pecos Street approximately 505 feet north of the intersection of Pecos Street & 88 th Avenue. Drive 2 is approximately 210 feet east and Drive 3 is approximately 470 feet east of Pecos Street along 88 th Avenue. Based on NCHRP 457 methodologies, major roadway northbound right-turn lane analysis was performed at Drive 1 and westbound right-turn lane analyses were performed at Drive 2 and Drive 3. Results of the analyses indicate a northbound right-turn lane is warranted in 2035 plus Site conditions in PM peak hours and not warranted in Existing plus Site conditions in both peak hours; however, the City of Thornton municipal code requires that a left-turn lane and right-turn lane be constructed for private access drives along arterial roadways. This applies to Drive 2 and Drive 3 as well. For Existing plus Site and 2035 plus Site analyses, a northbound right-turn lane at Drive 1, and a continuous westbound right-turn lane at Drive 2 and Drive 3 were assumed. Detailed results of the warrant analysis can be found in Appendix C. Kum & Go #300 Pecos Street & 88 th Avenue Thornton, Colorado 7
CV E E E LPPP TS TS LPPP LPPP LPPP LPPP T T TS TS GR DPMU DPMU DPMU DPMU DPMU DPMU PMUE PMUE V DPMU DPMU 3,150 SF RESTAURANT W/ DRIVE THRU REQ D PRKG 21 STALLS PROVIDED PRKG 21 STALLS F LPPP F 2 F T P V 9 15 FP 3 6 LPPP 5K - B - L - 13.0 4991 SQ. FT. GR T 10 10 10 10 12 LTP GR T BU 20 T 9,035 SF GENERAL RETAIL ~25 HIGH REQ D PRKG 37 STALLS PROVIDED PRKG 50 STALLS GR BU T LPPP CV T S Kum & Go #300 Thornton, CO Drive 1 505 Pecos St. VAN 20K UNLEADED U F 12K DIESEL D V 12K MID G RADE M V 8K PREMIUM 8K E-85 E F V F:\Projects\013-1721\_TRFC\dgn\Figures.dgn Drive 2 12/20/2013 Drive 3 9:28:33 AM TP TS 210 Osage St 470 Site Plan W 88th Ave FIGURE 5 8
Table 3 ITE TRIP GENERATION Pecos Street & 88th Avenue TRAFFIC IMPACT STUDY THORNTON, COLORADO Daily Trip Generation ITE Trip Gen. Daily Trip Distribution Total Daily Trips Code/Page Land Use Size Avg. Rate/Eq. Trips Enter Exit Enter Exit 945/1992 Gasoline/Service Station with Convenience Market 20 Vehicle Fueling Positions 162.78 3,256 50% 50% 1,628 1,628 826/1579 Specialty Retail Center 9,035 SF 44.32 400 50% 50% 176 176 934/1912 Fast-Food Restaurant with Drive-Through Window 3,150 SF 496.12 1,563 50% 50% 781 781 Total 5,219 2,585 2,585 AM Peak Hour Trips ITE Trip Gen. AM Peak Trip Distribution Total AM Trips Pass-by Pass-by Trips Primary Trips Code/Page Land Use Size Avg. Rate/Eq. Trips Enter Exit Enter Exit Reduction Enter Exit Enter Exit 945/1993 Gasoline/Service Station with Convenience Market 20 Vehicle Fueling Positions 10.16 203 50% 50% 102 102 56% 57 57 45 45 826/NA Specialty Retail Center 9,035 SF - - - - - - - - - - - 934/1913 Fast-Food Restaurant with Drive-Through Window 3,150 SF 45.42 143 50% 50% 72 72 45% 32 32 39 39 Total 346 173 173 89 89 84 84 PM Peak Hour Trips ITE Trip Gen. PM Peak Trip Distribution Total PM Trips Pass-by Pass-by Trips Primary Trips Code/Page Land Use Size Avg. Rate/Eq. Peak Trips Enter Exit Enter Exit Reduction Enter Exit Enter Exit 945/1994 Gasoline/Service Station with Convenience Market 20 Vehicle Fueling Positions 13.51 270 50% 50% 135 135 62% 84 84 51 51 826/1580 Specialty Retail Center 9,035 SF 2.71 24 44% 56% 10 12 34% 3 4 6 8 934/1914 Fast-Food Restaurant with Drive-Through Window 3,150 SF 32.65 103 50% 50% 51 51 50% 26 26 26 26 Total 398 196 199 113 114 84 85 Kum & Go #300 Pecos Street & 88th Avenue Thornton, CO 9
30% 10% 30% 10% 10% 25% 40% 25% Kum & Go #300 Thornton, CO LEGEND AM% (PM%) AM% (PM%) - Entering Trip Distribution - Exiting Trip Distribution XX% - External Distribution 25% 25% 40% Drive 1 Drive 2 Drive 3 Pecos St. 10% 10% 20% 10% 10% 10% 5% 30% W 88th Ave 35% F:\Projects\013-1721\_TRFC\dgn\Figures.dgn 12/20/2013 9:28:33 AM 40% Trip Distribution FIGURE 6 10
(26) 26 (8) 8 26 (26) 8 (8) 4 (5) 4 (4) 21 (21) (34) 34 21 (21) Kum & Go #300 Thornton, CO LEGEND AM (PM) - Entering Trips AM (PM) - Exiting Trips 21 (21) 34 (55) Drive 1 Drive 2 Drive 3 Pecos St. 8 (8) 8 (9) 18 (18) 8 (8) 4 (4) 4 (4) 26 (26) (8) 8 (8) 8 W 88th Ave F:\Projects\013-1721\_TRFC\dgn\Figures.dgn 12/20/2013 9:28:33 AM Primary Peak Hour Site Trips FIGURE 7 11
(17) 0 (-17) 0 (-29) -22 (46) 22-22 (-29) 0 (17) 22 (29) 27 (17) 18 (22) Kum & Go #300 Thornton, CO LEGEND AM (PM) - Entering Trips AM (PM) - Exiting Trips Pecos St. 22 (29) 22 (46) Drive 1 Drive 2 Drive 3 22 (17) -26 (-17) 5 (5) -5 (-5) (17) 17 (-17) -17 W 88th Ave F:\Projects\013-1721\_TRFC\dgn\Figures.dgn 12/20/2013 9:28:33 AM Pass-by and Diverged Peak Hour Site Trips FIGURE 8 12
5.0 EXISTING PLUS SITE CONDITIONS ANALYSIS Existing traffic volumes were combined with the proposed site trips to develop the Existing plus Site volumes for capacity analysis purposes. Under existing plus site conditions, Drive 1 is analyzed as full-movement access, Drive 2 as a right-in right-out access, and Drive 3 as a shared full-movement access. 5.1 Existing plus Site Conditions Capacity Analysis Existing traffic volumes were combined with the proposed site trips to develop the Existing plus Site volumes for capacity analysis purposes. Results of the capacity analysis indicate that all movements at the signalized intersection are expected to operate at LOS C or better during both peak hours. Turning movements at site drives are expected to operate at LOS C or better in both peak hours. The 95 th percentile queue lengths for vehicles exiting the site are expected to be no more than two vehicles at Drive 1 and no more than one vehicle at Drive 2 and Drive 3 in both peak hours. Existing plus Site peak hour volumes are illustrated in Figure 9. The Existing plus Site Capacity Analysis Summary is shown in Figure 10. Detailed results are found in Appendix D. 6.0 2035 BACKGROUND CONDITIONS ANALYSIS Year 2035 Background conditions were evaluated to identify any background deficiencies and to provide a baseline for comparison purposes. The year 2035 was chosen as the horizon year as future ADT projections from the City of Thornton were projected for 2035. 6.1 2035 Background Volumes To evaluate the 2035 plus Site conditions, it was necessary to establish background peak hour volumes for year 2035. The City of Thornton s 2035 transportation plan contains information regarding 2035 ADT projections throughout the city. Existing and 2035 ADTs were used to find growth near Pecos Street & 88 th Avenue. The program Turns32, which is based on methodologies described in NCHRP 255, was used to find future turning movement volumes using existing traffic counts that take directional distribution and future year ADTs into consideration. Using the volumes derived from Turns32, a 2035 Background Conditions analysis was conducted. The 2035 Background Peak Hour Volumes are illustrated in Figure 11. Kum & Go #300 Pecos Street & 88 th Avenue Thornton, Colorado 13
(9) 0 (489) 253 (375) 199 1 (9) 386 (194) 178 (164) 31 (21) 22 (14) 49 (48) (664) 381 (79) 56 509 (287) 43 (50) Kum & Go #300 Thornton, CO LEGEND AM (PM) - Peak Hour Volume Pecos St. 32 (50) 56 (80) Drive 1 Drive 2 Drive 3 180 (242) 0 (3) 391 (293) 39 (34) 540 (517) 13 (19) 557 (537) (12) 4 (9) 0 (14) 0 (548) 377 (44) 28 (504) 349 W 88th Ave F:\Projects\013-1721\_TRFC\dgn\Figures.dgn 12/20/2013 9:28:34 AM Existing plus Site Peak Hour Volumes FIGURE 9 14
(A) B (B) B (B) B A (A) A (A) B (B) B (C) A (A) Kum & Go #300 Thornton, CO LEGEND AM (PM) - Peak Hour LOS S - Stop Controlled Intersection - Stop Sign AM (PM) - Signalized Intersection LOS Pecos St. B (C) S Drive 1 Drive 2 Drive 3 B (B) C (C) C (C) (B) B (B) B (B) B B (B) S (A) A S W 88th Ave F:\Projects\013-1721\_TRFC\dgn\Figures.dgn 12/20/2013 9:28:34 AM Existing plus Site Capacity Analysis Summary FIGURE 10 15
(10) 1 (518) 279 (761) 397 1 (10) 426 (209) 367 (290) 31 (21) 22 (14) 49 (48) (865) 505 (79) 56 738 (429) 43 (50) Kum & Go #300 Thornton, CO LEGEND AM (PM) - Peak Hour Volume Pecos St. 32 (50) 56 (80) Drive 1 Drive 2 Drive 3 277 (411) 1 (20) 608 (433) 39 (34) 855 (843) 13 (19) 872 (863) (15) 5 (20) 5 (15) 5 (1071) 769 (44) 28 (1027) 741 W 88th Ave F:\Projects\013-1721\_TRFC\dgn\Figures.dgn 12/20/2013 9:28:34 AM 2035 plus Site Peak Hour Volumes FIGURE 13 19
6.2 2035 Background Conditions Capacity Analysis The 2035 Background Capacity analysis results show that all movements at the intersection of Pecos Street & 88 th Avenue are expected to operate at LOS C or better during both peak hours with the exception of westbound right-turning and northbound right-turning movements, which are expected to operate at LOS F in the PM peak hour. The average delays for the westbound and northbound right-turning movements in the PM peak hour are expected to be 130 seconds and 87 seconds, respectively. An analysis was conducted with dual northbound right-turn lanes at this intersection to mitigate delay. With dual northbound right-turn lanes utilizing protective phasing, northbound right-turning movements are expected to operate at LOS B. The 2035 Background Capacity Analysis Summary is illustrated in Figure 12. Detailed results may be found in Appendix E. 7.0 2035 PLUS SITE CONDITIONS ANALYSIS Year 2035 Background traffic volumes were combined with the proposed site trips for both alternatives to develop the 2035 Background plus Site peak hour volumes for capacity analysis purposes. 7.1 2035 plus Site Conditions Capacity Analysis Results of the capacity analysis indicate that all movements are expected to operate at LOS D or better during both peak hours, with the exception of westbound right-turning and northbound right-turning movements, which are expected to operate at LOS F in the PM peak hour. Like 2035 Background conditions, heavy delay is expected for northbound and westbound rightturning vehicles. With dual northbound right-turn lanes, northbound right-turning movements are expected to operate at LOS B. The 2035 plus Site peak hour volumes are illustrated in Figure 13. The 2035 plus Site Capacity Analysis Summary is shown in Figure 14. Detailed results may be found in Appendix F. Kum & Go #300 Pecos Street & 88 th Avenue Thornton, Colorado 17
(B) B (B) B (B) B A (A) A (A) B (B) C (C) A (B) Kum & Go #300 Thornton, CO LEGEND AM (PM) - Peak Hour LOS S - Stop Controlled Intersection - Stop Sign AM (PM) - Signalized Intersection LOS Pecos St. C (C) S Drive 1 Drive 2 Drive 3 B (B) D (C) C (C) (B) B (B) B (B) B B (B) S (B) B S W 88th Ave F:\Projects\013-1721\_TRFC\dgn\Figures.dgn 12/20/2013 9:28:34 AM 2035 plus Site Capacity Analysis Summary FIGURE 14 20
(10) 1 (516) 250 (749) 389 1 (10) 400 (215) 359 (303) 18 (10) 10 (5) Kum & Go #300 Thornton, CO LEGEND AM (PM) - Peak Hour Volume [ XX,XXX ] - 2035 ADT Drive 3 [ 14,000 ] Pecos St. 269 (403) 1 (20) 600 (429) [ 21,000] 4 (10) 852 (842) (15) 5 (20) 5 (15) 5 (18) 3 (1024) 750 W 88th Ave F:\Projects\013-1721\_TRFC\dgn\Figures.dgn 12/20/2013 9:28:34 AM 2035 Background Peak Hour Volumes FIGURE 11 16
(B) B (B) B (B) B A (A) A (A) C (C) Kum & Go #300 Thornton, CO LEGEND AM (PM) - Peak Hour LOS S - Stop Controlled Intersection - Stop Sign AM (PM) - Signalized Intersection LOS Drive 3 Pecos St. B (B) C (D) C (C) (B) B (B) B (B) B B (B) (B) A S W 88th Ave F:\Projects\013-1721\_TRFC\dgn\Figures.dgn 12/20/2013 9:28:34 AM 2035 Background Peak Hour Capacity Analysis Summary FIGURE 12 18
8.0 RECOMMENDED IMPROVEMENTS Based on existing and projected traffic conditions and traffic analysis results, improvements to the existing roadway network have been identified for Existing plus Site and 2035 conditions. 8.1 Existing plus Site Conditions Based on projected traffic conditions and traffic analysis results, improvements to the existing roadway network have been identified: Pecos Street & Drive 1 Although not warranted by this analysis, the City has requested that the developer construct a northbound right-turn deceleration lane with 150 feet of storage and 100 feet of taper length. 88 th Avenue & Drive 2 Through the review process, it has been determined that this access will not be pursued at this time. 88 th Avenue & Drive 3 Maintain this existing full-movement access. All site drives should be constructed at locations shown in the current site plan with the exception of Drive 2. Based on comments provided by the City of Thornton throughout the review process, Drive 2 shall not be granted. Although the study reflects operations based on a RIRO at this site drive, it is not expected that the shift in entering/exiting site traffic from Drive 2 to Drive 3 will have substantial impacts in intersection operations. This is because Drive 3 shows sufficient capacity to accept additional westbound and southbound right-turning vehicles. Therefore, an additional analysis was not performed at Drive 3. 8.2 2035 Background Conditions Based on projected traffic conditions and traffic analysis results, improvements to the existing roadway network have been identified: Pecos Street & 88 th Avenue Construct an additional northbound right-turn lane with appropriate storage and taper lengths. 8.3 2035 plus Site Conditions With the improvements outlined for previous conditions, it is expected that operations will be acceptable for 2035 plus Site conditions. F:\Projects\013-1721\_TRFC\doc\Final Report.docx Kum & Go #300 Pecos Street & 88 th Avenue Thornton, Colorado 21
APPENDIX A Count Data
All Traffic Data Services,Inc. Wheat Ridge, CO 80033 303-216-2439 File Name : #1 PECOS&88THAM Site Code : 00000000 Start Date : 8/27/2013 Page No : 1 Groups Printed- Class 1 PECOS ST Southbound 88TH AVE Westbound PECOS ST Northbound 88TH AVE Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 07:00 AM 1 89 35 1 27 0 87 1 40 69 0 0 0 0 2 0 352 07:15 AM 0 73 43 0 48 0 89 0 46 58 0 2 0 0 0 2 361 07:30 AM 0 103 50 0 44 0 102 0 43 51 0 1 0 0 1 1 396 07:45 AM 0 95 42 0 53 0 105 0 62 49 0 0 0 0 1 0 407 Total 1 360 170 1 172 0 383 1 191 227 0 3 0 0 4 3 1516 08:00 AM 0 70 23 0 36 1 74 0 69 43 0 0 0 0 0 0 316 08:15 AM 2 66 20 3 30 2 48 3 52 82 0 1 0 0 0 1 310 08:30 AM 1 66 23 1 16 1 56 1 39 60 0 1 1 1 1 0 268 08:45 AM 0 53 25 0 20 0 41 0 31 66 0 0 2 0 1 0 239 Total 3 255 91 4 102 4 219 4 191 251 0 2 3 1 2 1 1133 Grand Total 4 615 261 5 274 4 602 5 382 478 0 5 3 1 6 4 2649 Apprch % 0.5 69.5 29.5 0.6 31 0.5 68 0.6 44.2 55.3 0 0.6 21.4 7.1 42.9 28.6 Total % 0.2 23.2 9.9 0.2 10.3 0.2 22.7 0.2 14.4 18 0 0.2 0.1 0 0.2 0.2 PECOS ST Out In Total 758 885 1643 4 Rght 615 Thru 261 Left 5 Other 88TH AVE Out In Total 8 14 22 6 1 Thru Left 3 Rght 4 Other 8/27/2013 07:00 AM 8/27/2013 08:45 AM Class 1 North 274 4 602 5 Rght Thru Left Other Out In Total 644 885 1529 88TH AVE Left 0 Thru 478 Rght 382 Other 5 1220 865 2085 Out In Total PECOS ST
All Traffic Data Services,Inc. Wheat Ridge, CO 80033 303-216-2439 File Name : #1 PECOS&88THAM Site Code : 00000000 Start Date : 8/27/2013 Page No : 2 PECOS ST Southbound 88TH AVE Westbound PECOS ST Northbound 88TH AVE Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 1 89 35 1 126 27 0 87 1 115 40 69 0 0 109 0 0 2 0 2 352 07:15 AM 0 73 43 0 116 48 0 89 0 137 46 58 0 2 106 0 0 0 2 2 361 07:30 AM 0 103 50 0 153 44 0 102 0 146 43 51 0 1 95 0 0 1 1 2 396 07:45 AM 0 95 42 0 137 53 0 105 0 158 62 49 0 0 111 0 0 1 0 1 407 Total Volume 1 360 170 1 532 172 0 383 1 556 191 227 0 3 421 0 0 4 3 7 1516 % App. Total 0.2 67.7 32 0.2 30.9 0 68.9 0.2 45.4 53.9 0 0.7 0 0 57.1 42.9 PHF.250.874.850.250.869.811.000.912.250.880.770.822.000.375.948.000.000.500.375.875.931 PECOS ST Out In Total 403 532 935 1 Rght 360 Thru 170 Left 1 Other Peak Hour Data 88TH AVE Out In Total 1 7 8 4 0 Thru Left 0 Rght 3 Other Peak Hour Begins at 07:00 AM Class 1 North 172 0 383 1 Rght Thru Left Other Out In Total 361 556 917 88TH AVE Left 0 Thru 227 Rght 191 Other 3 743 421 1164 Out In Total PECOS ST
All Traffic Data Services,Inc. Wheat Ridge, CO 80033 303-216-2439 File Name : #1 PECOS&88THPM Site Code : 00000000 Start Date : 8/27/2013 Page No : 1 Groups Printed- Class 1 PECOS ST Southbound 88TH AVE Westbound PECOS ST Northbound 88TH AVE Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:00 PM 4 45 35 0 65 2 89 1 92 98 4 1 3 4 2 0 445 04:15 PM 3 39 27 0 55 2 82 0 91 82 1 1 5 0 4 0 392 04:30 PM 6 40 35 0 64 0 68 2 87 102 6 1 2 2 4 0 419 04:45 PM 2 49 32 5 49 0 86 1 85 124 0 1 5 5 3 2 449 Total 15 173 129 5 233 4 325 4 355 406 11 4 15 11 13 2 1705 05:00 PM 0 38 43 2 53 1 79 0 106 115 1 0 3 2 3 1 447 05:15 PM 0 58 28 2 68 2 51 0 106 105 2 1 4 0 2 2 431 05:30 PM 1 49 34 0 58 0 68 0 81 101 0 1 2 0 1 1 397 05:45 PM 1 48 36 0 48 0 54 1 100 123 1 3 0 0 0 0 415 Total 2 193 141 4 227 3 252 1 393 444 4 5 9 2 6 4 1690 Grand Total 17 366 270 9 460 7 577 5 748 850 15 9 24 13 19 6 3395 Apprch % 2.6 55.3 40.8 1.4 43.9 0.7 55 0.5 46.1 52.4 0.9 0.6 38.7 21 30.6 9.7 Total % 0.5 10.8 8 0.3 13.5 0.2 17 0.1 22 25 0.4 0.3 0.7 0.4 0.6 0.2 PECOS ST Out In Total 1329 662 1991 17 Rght 366 Thru 270 Left 9 Other 88TH AVE Out In Total 39 62 101 19 Left 13 Thru 24 Rght 6 Other 8/27/2013 04:00 PM 8/27/2013 05:45 PM Class 1 North 460 7 577 5 Rght Thru Left Other Out In Total 1031 1049 2080 88TH AVE Left 15 Thru 850 Rght 748 Other 9 967 1622 2589 Out In Total PECOS ST
All Traffic Data Services,Inc. Wheat Ridge, CO 80033 303-216-2439 File Name : #1 PECOS&88THPM Site Code : 00000000 Start Date : 8/27/2013 Page No : 2 PECOS ST Southbound 88TH AVE Westbound PECOS ST Northbound 88TH AVE Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 6 40 35 0 81 64 0 68 2 134 87 102 6 1 196 2 2 4 0 8 419 04:45 PM 2 49 32 5 88 49 0 86 1 136 85 124 0 1 210 5 5 3 2 15 449 05:00 PM 0 38 43 2 83 53 1 79 0 133 106 115 1 0 222 3 2 3 1 9 447 05:15 PM 0 58 28 2 88 68 2 51 0 121 106 105 2 1 214 4 0 2 2 8 431 Total Volume 8 185 138 9 340 234 3 284 3 524 384 446 9 3 842 14 9 12 5 40 1746 % App. Total 2.4 54.4 40.6 2.6 44.7 0.6 54.2 0.6 45.6 53 1.1 0.4 35 22.5 30 12.5 PHF.333.797.802.450.966.860.375.826.375.963.906.899.375.750.948.700.450.750.625.667.972 PECOS ST Out In Total 692 340 1032 8 Rght 185 Thru 138 Left 9 Other Peak Hour Data 88TH AVE Out In Total 20 40 60 12 Left 9 Thru 14 Rght 5 Other Peak Hour Begins at 04:30 PM Class 1 North 234 3 284 3 Rght Thru Left Other Out In Total 531 524 1055 88TH AVE Left 9 Thru 446 Rght 384 Other 3 483 842 1325 Out In Total PECOS ST
All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Page 1 Site Code: 3 Station ID: 3 88TH AVE E/O PECOS ST Start 27-Aug-13 Time Tue EB WB Total 12:00 AM 26 30 56 01:00 12 20 32 02:00 6 6 12 03:00 11 11 22 04:00 40 21 61 05:00 68 69 137 06:00 258 253 511 07:00 393 494 887 08:00 253 336 589 09:00 161 228 389 10:00 201 257 458 11:00 231 284 515 12:00 PM 260 278 538 01:00 257 276 533 02:00 308 355 663 03:00 444 452 896 04:00 414 503 917 05:00 491 487 978 06:00 353 366 719 07:00 221 270 491 08:00 174 239 413 09:00 125 155 280 10:00 78 96 174 11:00 36 41 77 Total 4821 5527 10348 Percent 46.6% 53.4% AM Peak 07:00 07:00 07:00 Vol. 393 494 887 PM Peak 17:00 16:00 17:00 Vol. 491 503 978 Total 4821 5527 10348 Percent 46.6% 53.4% ADT ADT 10,348 AADT 10,348
All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Page 1 Site Code: 2 Station ID: 2 PECOS ST N/O 88TH AVE Start 27-Aug-13 Time Tue NB SB Total 12:00 AM 43 32 75 01:00 31 23 54 02:00 15 19 34 03:00 23 11 34 04:00 28 52 80 05:00 74 161 235 06:00 201 421 622 07:00 402 534 936 08:00 356 350 706 09:00 285 246 531 10:00 320 239 559 11:00 357 240 597 12:00 PM 340 279 619 01:00 381 265 646 02:00 442 273 715 03:00 582 302 884 04:00 648 312 960 05:00 679 346 1025 06:00 582 355 937 07:00 487 328 815 08:00 394 283 677 09:00 228 179 407 10:00 139 118 257 11:00 84 70 154 Total 7121 5438 12559 Percent 56.7% 43.3% AM Peak 07:00 07:00 07:00 Vol. 402 534 936 PM Peak 17:00 18:00 17:00 Vol. 679 355 1025 Total 7121 5438 12559 Percent 56.7% 43.3% ADT ADT 12,559 AADT 12,559
APPENDIX B Existing Conditions Capacity Analysis Results
Queues 3: 88th Ave & Pecos St 12/18/2013 Lane Group EBL WBL WBT WBR NBT NBR SBL SBT Lane Group Flow (vph) 4 208 209 187 247 208 185 392 v/c Ratio 0.02 0.63 0.66 0.35 0.17 0.26 0.26 0.18 Control Delay 14.5 28.0 29.6 4.9 12.8 3.6 7.0 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.5 28.0 29.6 4.9 12.8 3.6 7.0 5.9 Queue Length 50th (ft) 1 69 69 0 28 0 25 28 Queue Length 95th (ft) 7 123 125 37 56 38 58 53 Internal Link Dist (ft) 420 284 457 Turn Bay Length (ft) 50 320 200 165 165 Base Capacity (vph) 310 424 407 629 1492 787 716 2190 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.49 0.51 0.30 0.17 0.26 0.26 0.18 Intersection Summary Kum & Go #300 Thornton, CO Synchro 8 Report Existing AM Page 1
HCM Signalized Intersection Capacity Analysis 3: 88th Ave & Pecos St 12/18/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 0 0 383 1 172 0 227 191 170 360 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 Frt 1.00 1.00 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 0.95 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1681 1686 1583 3539 1583 1770 3538 Flt Permitted 0.53 0.76 0.73 1.00 1.00 1.00 0.52 1.00 Satd. Flow (perm) 979 1340 1287 1583 3539 1583 963 3538 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 4 0 0 416 1 187 0 247 208 185 391 1 RTOR Reduction (vph) 0 0 0 0 0 141 0 0 120 0 0 0 Lane Group Flow (vph) 4 0 0 208 209 46 0 247 88 185 392 0 Turn Type Perm Perm Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Actuated Green, G (s) 14.9 14.9 14.9 14.9 25.3 25.3 37.1 37.1 Effective Green, g (s) 14.9 14.9 14.9 14.9 25.3 25.3 37.1 37.1 Actuated g/c Ratio 0.25 0.25 0.25 0.25 0.42 0.42 0.62 0.62 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 243 332 319 393 1492 667 700 2187 v/s Ratio Prot 0.07 c0.03 0.11 v/s Ratio Perm 0.00 0.16 c0.16 0.03 0.06 c0.13 v/c Ratio 0.02 0.63 0.66 0.12 0.17 0.13 0.26 0.18 Uniform Delay, d1 17.0 20.1 20.2 17.5 10.8 10.6 5.0 4.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 3.7 4.8 0.1 0.2 0.4 0.2 0.2 Delay (s) 17.0 23.7 25.0 17.6 11.0 11.0 5.2 5.1 Level of Service B C C B B B A A Approach Delay (s) 17.0 22.3 11.0 5.1 Approach LOS B C B A Intersection Summary HCM 2000 Control Delay 13.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Kum & Go #300 Thornton, CO Synchro 8 Report Existing AM Page 2
HCM 2010 TWSC 6: 88th Ave & Drive 3 12/18/2013 Intersection Intersection Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 3 358 538 4 10 18 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 389 585 4 11 20 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 589 0-0 788 295 Stage 1 - - - - 587 - Stage 2 - - - - 201 - Follow-up Headway 2.22 - - - 3.52 3.32 Pot Capacity-1 Maneuver 982 - - - 328 701 Stage 1 - - - - 519 - Stage 2 - - - - 813 - Time blocked-platoon, % - - - Mov Capacity-1 Maneuver 982 - - - 327 701 Mov Capacity-2 Maneuver - - - - 424 - Stage 1 - - - - 519 - Stage 2 - - - - 811 - Approach EB WB SB HCM Control Delay, s 0.1 0 11.7 HCM LOS B Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 982 - - - 568 HCM Lane V/C Ratio 0.003 - - - 0.054 HCM Control Delay (s) 8.678 - - - 11.7 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.01 - - - 0.169 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Kum & Go #300 Thornton, CO Synchro 8 Report Existing AM Page 4
Queues 3: 88th Ave & Pecos St 12/18/2013 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 13 10 15 154 158 254 10 485 417 150 211 v/c Ratio 0.05 0.02 0.04 0.53 0.57 0.47 0.01 0.27 0.41 0.25 0.10 Control Delay 16.4 15.9 0.1 26.6 28.1 5.8 5.7 10.9 3.0 6.2 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.4 15.9 0.1 26.6 28.1 5.8 5.7 10.9 3.0 6.2 6.2 Queue Length 50th (ft) 4 3 0 51 53 0 1 55 0 18 12 Queue Length 95th (ft) 14 12 0 93 96 44 6 94 46 45 39 Internal Link Dist (ft) 194 380 284 457 Turn Bay Length (ft) 50 50 320 200 170 165 165 Base Capacity (vph) 342 558 538 398 383 652 715 1786 1005 597 2191 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.02 0.03 0.39 0.41 0.39 0.01 0.27 0.41 0.25 0.10 Intersection Summary Kum & Go #300 Thornton, CO Synchro 8 Report Existing PM Page 1
HCM Signalized Intersection Capacity Analysis 3: 88th Ave & Pecos St 12/18/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 12 9 14 284 3 234 9 446 384 138 185 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1583 1681 1687 1583 1770 3539 1583 1770 3514 Flt Permitted 0.61 1.00 1.00 0.75 0.72 1.00 0.62 1.00 1.00 0.40 1.00 Satd. Flow (perm) 1141 1863 1583 1329 1280 1583 1154 3539 1583 753 3514 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 10 15 309 3 254 10 485 417 150 201 10 RTOR Reduction (vph) 0 0 12 0 0 199 0 0 212 0 4 0 Lane Group Flow (vph) 13 10 3 154 158 55 10 485 205 150 207 0 Turn Type Perm NA Perm Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Actuated Green, G (s) 13.0 13.0 13.0 13.0 13.0 13.0 30.3 29.5 29.5 39.0 34.2 Effective Green, g (s) 13.0 13.0 13.0 13.0 13.0 13.0 30.3 29.5 29.5 39.0 34.2 Actuated g/c Ratio 0.22 0.22 0.22 0.22 0.22 0.22 0.51 0.49 0.49 0.65 0.57 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 247 403 342 287 277 342 590 1740 778 582 2002 v/s Ratio Prot 0.01 0.00 0.14 c0.02 0.06 v/s Ratio Perm 0.01 0.00 0.12 c0.12 0.03 0.01 0.13 c0.14 v/c Ratio 0.05 0.02 0.01 0.54 0.57 0.16 0.02 0.28 0.26 0.26 0.10 Uniform Delay, d1 18.6 18.5 18.4 20.8 21.0 19.1 7.4 9.0 8.9 4.3 5.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 0.0 1.9 2.8 0.2 0.0 0.4 0.8 0.2 0.1 Delay (s) 18.7 18.5 18.5 22.8 23.8 19.3 7.4 9.4 9.7 4.5 6.0 Level of Service B B B C C B A A A A A Approach Delay (s) 18.6 21.5 9.5 5.4 Approach LOS B C A A Intersection Summary HCM 2000 Control Delay 12.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.36 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Kum & Go #300 Thornton, CO Synchro 8 Report Existing PM Page 2
HCM 2010 TWSC 6: 88th Ave & Drive 3 12/18/2013 Intersection Intersection Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 18 513 511 10 5 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - - 0 - Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 20 558 555 11 5 11 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 566 0-0 879 283 Stage 1 - - - - 561 - Stage 2 - - - - 318 - Follow-up Headway 2.22 - - - 3.52 3.32 Pot Capacity-1 Maneuver 1002 - - - 287 714 Stage 1 - - - - 535 - Stage 2 - - - - 710 - Time blocked-platoon, % - - - Mov Capacity-1 Maneuver 1002 - - - 281 714 Mov Capacity-2 Maneuver - - - - 400 - Stage 1 - - - - 535 - Stage 2 - - - - 696 - Approach EB WB SB HCM Control Delay, s 0.3 0 11.5 HCM LOS B Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1002 - - - 566 HCM Lane V/C Ratio 0.02 - - - 0.029 HCM Control Delay (s) 8.664 - - - 11.5 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.06 - - - 0.089 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Kum & Go #300 Thornton, CO Synchro 8 Report Existing PM Page 4
APPENDIX C Turn Lane Warrant Analysis
Figure 2-6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Roadway geometry: Variable Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: OUTPUT Variable Limiting right-turn volume, veh/h: Guidance for determining the need for a major-road right-turn bay for a 4-lane roadway: Do NOT add right-turn bay. 4-lane roadw ay Value 35 437 56 Value 664 Right-Turn Volume, veh/h 140 Add right - turn bay 120 100 80 60 40 20 0 200 400 600 800 1000 1200 1400 1600 Major-Road Volume (one direction), veh/h
Figure 2-6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Roadway geometry: Variable Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: OUTPUT Variable Limiting right-turn volume, veh/h: Guidance for determining the need for a major-road right-turn bay for a 4-lane roadway: Do NOT add right-turn bay. 4-lane roadw ay Value 35 743 79 Value 148 Right-Turn Volume, veh/h 140 Add right - turn bay 120 100 80 60 40 20 0 200 400 600 800 1000 1200 1400 1600 Major-Road Volume (one direction), veh/h
Figure 2-6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Roadway geometry: Variable Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: OUTPUT Variable Limiting right-turn volume, veh/h: Guidance for determining the need for a major-road right-turn bay for a 4-lane roadway: Do NOT add right-turn bay. 4-lane roadw ay Value 35 561 56 Value 328 Right-Turn Volume, veh/h 140 Add right - turn bay 120 100 80 60 40 20 0 200 400 600 800 1000 1200 1400 1600 Major-Road Volume (one direction), veh/h
Figure 2-6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Roadway geometry: Variable Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: OUTPUT Variable Limiting right-turn volume, veh/h: Guidance for determining the need for a major-road right-turn bay for a 4-lane roadway: Add right-turn bay. 4-lane roadw ay Value 35 944 79 Value 75 Right-Turn Volume, veh/h 140 Add right - turn bay 120 100 80 60 40 20 0 200 400 600 800 1000 1200 1400 1600 Major-Road Volume (one direction), veh/h
Figure 2-6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Roadway geometry: Variable Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: OUTPUT Variable Limiting right-turn volume, veh/h: Guidance for determining the need for a major-road right-turn bay for a 4-lane roadway: Do NOT add right-turn bay. 4-lane roadw ay Value 35 579 39 Value 300 Right-Turn Volume, veh/h 140 Add right - turn bay 120 100 80 60 40 20 0 200 400 600 800 1000 1200 1400 1600 Major-Road Volume (one direction), veh/h
Figure 2-6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Roadway geometry: Variable Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: OUTPUT Variable Limiting right-turn volume, veh/h: Guidance for determining the need for a major-road right-turn bay for a 4-lane roadway: Do NOT add right-turn bay. 4-lane roadw ay Value 35 551 34 Value 345 Right-Turn Volume, veh/h 140 Add right - turn bay 120 100 80 60 40 20 0 200 400 600 800 1000 1200 1400 1600 Major-Road Volume (one direction), veh/h
Figure 2-6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Roadway geometry: Variable Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: OUTPUT Variable Limiting right-turn volume, veh/h: Guidance for determining the need for a major-road right-turn bay for a 4-lane roadway: Do NOT add right-turn bay. 4-lane roadw ay Value 35 894 39 Value 88 Right-Turn Volume, veh/h 140 Add right - turn bay 120 100 80 60 40 20 0 200 400 600 800 1000 1200 1400 1600 Major-Road Volume (one direction), veh/h
Figure 2-6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Roadway geometry: Variable Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: OUTPUT Variable Limiting right-turn volume, veh/h: Guidance for determining the need for a major-road right-turn bay for a 4-lane roadway: Do NOT add right-turn bay. 4-lane roadw ay Value 35 877 34 Value 93 Right-Turn Volume, veh/h 140 Add right - turn bay 120 100 80 60 40 20 0 200 400 600 800 1000 1200 1400 1600 Major-Road Volume (one direction), veh/h
Figure 2-6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Roadway geometry: Variable Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: OUTPUT Variable Limiting right-turn volume, veh/h: Guidance for determining the need for a major-road right-turn bay for a 4-lane roadway: Do NOT add right-turn bay. 4-lane roadw ay Value 35 570 13 Value 313 Right-Turn Volume, veh/h 140 Add right - turn bay 120 100 80 60 40 20 0 200 400 600 800 1000 1200 1400 1600 Major-Road Volume (one direction), veh/h
Figure 2-6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Roadway geometry: Variable Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: OUTPUT Variable Limiting right-turn volume, veh/h: Guidance for determining the need for a major-road right-turn bay for a 4-lane roadway: Do NOT add right-turn bay. 4-lane roadw ay Value 35 550 19 Value 346 Right-Turn Volume, veh/h 140 Add right - turn bay 120 100 80 60 40 20 0 200 400 600 800 1000 1200 1400 1600 Major-Road Volume (one direction), veh/h
Figure 2-6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Roadway geometry: Variable Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: OUTPUT Variable Limiting right-turn volume, veh/h: Guidance for determining the need for a major-road right-turn bay for a 4-lane roadway: Do NOT add right-turn bay. 4-lane roadw ay Value 35 885 13 Value 90 Right-Turn Volume, veh/h 140 Add right - turn bay 120 100 80 60 40 20 0 200 400 600 800 1000 1200 1400 1600 Major-Road Volume (one direction), veh/h
Figure 2-6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Roadway geometry: Variable Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: OUTPUT Variable Limiting right-turn volume, veh/h: Guidance for determining the need for a major-road right-turn bay for a 4-lane roadway: Do NOT add right-turn bay. 4-lane roadw ay Value 35 882 19 Value 91 Right-Turn Volume, veh/h 140 Add right - turn bay 120 100 80 60 40 20 0 200 400 600 800 1000 1200 1400 1600 Major-Road Volume (one direction), veh/h
APPENDIX D Existing plus Site Conditions Capacity Analysis Results
Queues 3: 88th Ave & Pecos St 12/18/2013 Lane Group EBL WBL WBT WBR NBT NBR SBL SBT Lane Group Flow (vph) 4 212 213 196 275 216 193 421 v/c Ratio 0.02 0.64 0.65 0.36 0.18 0.27 0.28 0.19 Control Delay 14.8 28.7 28.8 5.0 12.9 3.6 7.1 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.8 28.7 28.8 5.0 12.9 3.6 7.1 6.0 Queue Length 50th (ft) 1 70 71 0 32 0 26 30 Queue Length 95th (ft) 7 125 125 38 62 38 60 57 Internal Link Dist (ft) 216 284 458 Turn Bay Length (ft) 50 320 200 165 165 Base Capacity (vph) 304 424 424 635 1493 792 705 2194 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.50 0.50 0.31 0.18 0.27 0.27 0.19 Intersection Summary Kum & Go #300 Thornton, CO Synchro 8 Report Existing plus Site AM Page 1
HCM Signalized Intersection Capacity Analysis 3: 88th Ave & Pecos St 12/18/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 0 0 391 0 180 0 253 199 178 386 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 Frt 1.00 1.00 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 0.95 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1681 1681 1583 3539 1583 1770 3538 Flt Permitted 0.52 0.76 0.76 1.00 1.00 1.00 0.50 1.00 Satd. Flow (perm) 963 1340 1340 1583 3539 1583 937 3538 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 4 0 0 425 0 196 0 275 216 193 420 1 RTOR Reduction (vph) 0 0 0 0 0 148 0 0 125 0 0 0 Lane Group Flow (vph) 4 0 0 212 213 48 0 275 91 193 421 0 Turn Type Perm Perm Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Actuated Green, G (s) 14.8 14.8 14.8 14.8 25.3 25.3 37.2 37.2 Effective Green, g (s) 14.8 14.8 14.8 14.8 25.3 25.3 37.2 37.2 Actuated g/c Ratio 0.25 0.25 0.25 0.25 0.42 0.42 0.62 0.62 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 237 330 330 390 1492 667 690 2193 v/s Ratio Prot 0.08 c0.04 0.12 v/s Ratio Perm 0.00 0.16 c0.16 0.03 0.06 c0.14 v/c Ratio 0.02 0.64 0.65 0.12 0.18 0.14 0.28 0.19 Uniform Delay, d1 17.1 20.2 20.2 17.6 10.9 10.6 5.0 4.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 4.2 4.3 0.1 0.3 0.4 0.2 0.2 Delay (s) 17.1 24.5 24.5 17.7 11.2 11.1 5.2 5.1 Level of Service B C C B B B A A Approach Delay (s) 17.1 22.4 11.1 5.2 Approach LOS B C B A Intersection Summary HCM 2000 Control Delay 13.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Kum & Go #300 Thornton, CO Synchro 8 Report Existing plus Site AM Page 2