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HomeMy WebLinkAboutSILVERBERG PUD OVERALL DEVELOPMENT PLAN - 12 92 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYSILVERBERG PROPERTY SITE ACCESS STUDY FORT COLLINS, COLORADO JANUARY 1991 Prepared for: March & Myatt, P.C. 110 East Oak Street Fort Collins, CO 80524 Prepared by: MATTHEW J. DELICH, P.E. 3413 Banyan Avenue Loveland, CO 80538 Phone: 303-669-2061 ' Off -ramp intersection operates in the unacceptable category. During the traffic counting, it was noted that there were some delays to the vehicles on the northbound off -ramp. These were caused by left -turning vehicles delayed by the Prospect Road traffic. Since there is one lane on the off -ramp, right turns were delayed by the left -turning vehicles. However, the number of right turns were very small. The sight distance to the west from the northbound off -ramp is limited due to vertical alignment. Recently, a signal was installed at the northbound off -ramp at ' Harmony Road, three miles to the south. As traffic volumes build at the Prospect interchange, a similar signal may become warranted with or without development in this area. ' III. PROPOSED DEVELOPMENT The Silverberg Property is proposed to be developed as commercial highway business uses. It is located in the southeast quadrant of the I-25/Prospect interchange in Fort Collins. These uses would be similar to some of those located at the I-25/SH 14 interchange located one mile to the north. Figure 4 shows a schematic of the site plan of the Silverberg Property. At the present time, much of the land in the area is in agricultural use. As indicated earlier, two levels of analysis were performed: the short range (1993) and the long range (2010). It was assumed that only the Silverberg Property would be developed in the short range ' future and the surrounding land would essentially remain in the existing uses. In the short range future, the only access to this property would be from Prospect Road, which is the only adjacent t public street. In the long range future, it was assumed that other properties would be developed. The Ghent Property was assumed to be developed similarly to the Silverberg Property. The land to the ' north and east, known as Galatia, was assumed to develop as shown on Conceptual Plan "A" prepared by Cityscape Urban Design, Inc. (November 5, 1990). In the long range future, the Silverberg Access to Prospect Road was found to operate unacceptably for left - turn ingress and egress. This will be discussed more fully later in this report. Therefore, the Prospect access was proposed to be right-in/right-out. In order to have reasonable access to the Silverberg Property, it is recommended that the Silverberg property and Ghent Property have joint access to the Frontage Road. This access would be at the south property line of the Silverberg ' property and is shown in Figure 4. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street ' system. A compilation of trip generation information was prepared by the Institute of Transportation Engineers and is presented in TriD Generation, 4th Edition. This document, along with more 1 3 1 1 1 -1 1 FRONTAGE %—` -- RO av �prO- .. party � al , w Li a L-----J O o r+ ui N ---- E � 1 :3 a L----� 1 w ccO G W a O o CO 1 O r 1 a O 1 IL a o .. a 1 Oo y 1 Q 0, � w0 O L:co goo\.. 1 prOpert`--� INTERSTATE 25 1 SITEPLAN PLAN SCHEMATIC u Figure 4 ' recent data from recent issues of the "ITE Journal," was used to project trips that would be generated by the proposed uses at this ' site. Table 2 shows the expected trip generation on a daily and peak hour basis for the newly proposed uses. The morning and afternoon peak hours were selected as the critical analysis ' periods. These periods best represent the peaks of the proposed uses and the peak hours of the adjacent streets. These trip generation sources were also used to forecast travel that would be generated by the Ghent Property and the Galatia development. Trip Distribution ' Directional distributions were determined for the Silverberg Property and the other properties considered in this study. It was estimated that a significant number of trips to/from the highway ' business uses would be oriented to I-25. Travel to and from the residential and industrial uses would be best determined using a gravity model. Future year (1993 and 2010) data was obtained from ' data supplied by the Fort Collins Planning Department. The trip distribution is shown in Figure 5. ' Several land use generators such as shopping centers, drive- in (fast food) restaurants, service stations, convenience markets, and other support services (banks, etc.) capture trips from the ' normal traffic passing -by the site. For many of these trips, the stop at the site is a secondary part of a linked trip such as from work to shopping center to home. In all of these cases, the driveway volumes at the site are higher than the actual amount of ' traffic added to the adjacent street system, since some of the site generated traffic was already counted in the adjacent street traffic. Pass -by assumptions were: ' - Convenience Store/Gas - 50% ' - The directional split was based upon the current counts. ' - Pass -by traffic was accounted for in the long range future only. The procedure used to account for both pass -by traffic and ' primary destination traffic is as follows: ' 'This pass -by factor was obtained by averaging pass -by factors from the following sources: 1. Transportation Engineering Design Standards, City of Lakewood, ' June 1985. 2. Development and Application of Trip Generation Rates, FHWA/ USDOT, January 1985. 3. "A Methodology for Consideration of Pass -by Trips in Traffic Impact Analyses for Shopping Centers," Smith, S., ITE Journal, August 1986, Pg.37. 4. Trip Generation, 4th Edition, ITE, 1987. ' 4 Q N 5% 0. FOR HIGHWAY RELATED USES Q N w0 Lo 30% -. / ' PROSPECT 1 - 5%; Lo a Q SITE W ate$ ry�aA aR 0 ll< n FOR NON HIGHWAY RELATED USES TRIP DISTRIBUTION Figure 5 1 - Estimate the trip generation rate as is currently done and determine the total number of trips forecast to occur, based - on the size of the development. Estimate the percentage of pass -by trips, and split the total number of trips into two components, one for pass -by trips and - one for new trips. Estimate the trip distributions for the two individual components. The distribution of pass -by trips must reflect the predominant commuting directions on adjacent and nearby ' roadway facilities. Most peak period pass -by trips are an intermediate link in a work trip. Conduct two separate trip assignments, one for pass -by trips and one for new trips. The distribution for pass -by trips will require that trips be subtracted from some intersection approaches and added back to others. Typically, this will ' - involve reducing through -roadway volumes and increasing certain turning movements. Combine the assigned trips to yield the total link loadings, and proceed with capacity analysis as normally done. Trip Assignment ' Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are ' the resultant of the trip distribution process. Figure 6 shows the morning and afternoon peak hour assignments of the Silverberg Property generated traffic in the short range future (1993). Background traffic for 1993 was determined by factoring the 1990 ' traffic by 2 percent per year. Figure 7 shows the morning and afternoon peak hour assignments of the Silverberg Property generated traffic in the long range future (2010). Background ' traffic for the year 2010 was determined by factoring the 1993 traffic by 1 percent per year and adding to that the traffic generated by the development of the Ghent Property and Galatia. IV. TRAFFIC IMPACTS AND ANALYSIS Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. However, it is possible to ' determine whether traffic signal based upon projected traffic and warrants are likely to be utilizing the chart shown met in Appendix D. Using the peak hour traffic volumes shown in Figure 6, it is likely that no new traffic signal will be warranted at any ' of the analyzed intersections. Using the traffic volumes shown in Figure 7, it is likely that a traffic signal will be warranted at the Prospect/Frontage Road intersection and the Prospect/Northbound 1 5 `L— 50/4q PROSPECT ROAD a---134/ 140 IW l f—�I/lob %� 10 % "IZ—►/ / °19/1Z1 �` 30/99 - 6 O ni W O C� 0 Q a C9 SILVERBERG � 2 PROPERTY 0 LL AM/PM SHORT RANGE (1993) PEAK HOUR TRAFFIC Figure 6 V0/430 OSPEC.T RD. sls3/?SS Ll 1i30/Z4a &40/1091 SZS/891v--► / 149/211 m � m� 2 mN AM/PM 0 a 0 w W Q 151/389 115/ m4 I ILY 39 /45 34VZ51 32JZ9 N� ZZZ/309 —e) I IZ/1'1 �\ Q- 9 _N Ln LONG RANGE (2010) PEAK HOUR TRAFFIC Figure 7 ' Off -ramp intersection. While not shown in Figure 7, it is also likely that signals will be warranted at the Prospect/Southbound Off -ramp intersection. Signal Progression 1 Signal progression was not evaluated at this time, since there are too few signalized intersections to have a reasonable analysis. As other properties develop in this area and additional signalized ' intersections are identified, the signal progression analysis should be conducted. Operation Analysis ' Capacity analyses were performed on the key intersections which provide access to the Silverberg Property and the Prospect/ Northbound Off -ramp intersection for both the short range (1993) and long range (2010) traffic conditions. From these analyses, geometric requirements on the adjacent streets can be determined. ' Using the traffic volumes shown in Figure 6, the intersections operate in the short range time period as indicated in Table 3. Calculation forms for these analyses are provided in Appendix E. All intersections operate acceptably, 'except for the Northbound ' Off -ramp traffic during the afternoon peak hour. Separating the left turns from the right turns isolates the unacceptable operation in the left turn lane. There is little that can be done to improve this short of signalization, which is not warranted. The ' unacceptable operation occurs for just the afternoon peak and probably occurs for only a portion of the afternoon peak hour. It ' is recommended that this operation be accepted. The northbound left -turning vehicles on the off -ramp have no bearing on the trips generated at the Silverberg Property. They are a function of the existing (background) traffic. In the short range future, the Silverberg Property should have full access to Prospect Road. The location of this access should be approximately 400 feet west of the Prospect/Frontage Road intersection. It is recommended that a continuous lane be constructed on the south side of Prospect Road ' between the Northbound Off -ramp and the Silverberg Access. This lane will function as a right -turn lane for vehicles entering the ' Silverberg Property. A westbound approaching the Silverberg Access left -turn lane on Prospect Road is not required. The City of Fort Collins/Colorado Department of Highways should consider widening the Northbound Off -ramp so that right- and left -turn lanes ' can be provided on the ramp. This will isolate the delays which occur on this ramp to only those vehicles desiring to turn left. The exits for the Silverberg Access operate acceptably with one ' exit lane. Since this access will eventually be a right-in/right- out access, the single lane will accommodate both the short range and long range traffic. The Silverberg Access will operate 6 TABLE 3 Short Range (1993) Peak Hour Operation Intersection . Prospect/Northbound Off -ramp NB LT/RT (Combined lanes) NB LT (Separate lane) NB RT (Separate lane) EB LT Prospect/Frontage Road NB LT/T/RT SB LT/T/RT EB LT WB LT Prospect/Silverberg Access NB LT/RT WB LT Level of Service AM PM D E D E A A A A A A A A A A A A A A A A TABLE 4 Long Range (2010) Peak Hour Operation Intersection Prospect/Northbound Off -ramp (signal) Prospect/Frontage Road (signal) Prospect/Silverberg Access NB RT Frontage Road/Silverberg-Ghent Access EB LT EB RT NB LT Level of Service AM (delay) PM (delay) B (10.6 sec/veh) B (12.9 sec/veh) B (12.5 set;/veh) C (23.2 sec/veh) A B A A A D A A L ' acceptably with more than a threefold increase of the background traffic on Prospect Road in front of this access. This type of ' increase is not likely to occur until other land in the area is developed. The Silverberg Access/Prospect Road intersection should be allowed to function as a full movement intersection until the through traffic in front of this access reaches approximately 800 .vehicles per hour in both directions. The Prospect/Frontage Road intersection will operate acceptably with existing geometrics. Using the traffic volumes shown in Figure 7, the intersections operate in the long range condition time period as indicated in Table 4. Calculation forms for these analyses are provided in ' Appendix F. The signalized intersections operate acceptably at both the Prospect/Northbound Off -ramp and Prospect/Frontage Road intersections during the peak hours. The right-in/right-out access will operate acceptably. The stop sign controlled Frontage Road/ Silverberg -Ghent Access will operate acceptably. For the long range future traffic volumes, the geometric ' requirements are shown in Figure 8. Even though acceptable operation will occur at the Prospect/Silverberg Access intersection for westbound left -turn entrances, this movement should not be allowed due to the required length of the eastbound left -turn lane at the Prospect/Frontage Road intersection. The eastbound left - turn lane should be 420-550 feet long plus taper. There is only ' 350-400 feet between the two intersections, which will preclude this westbound left -turn lane. ' Accident Analysis According to 1984-1990 Larimer County accident records, there ' were three accidents at the Prospect/Frontage Road intersection and 10 accidents at the Prospect/Northbound Off -ramp intersection. These are not considered to be high accident locations. The ' recommended control devices and geometrics should minimize vehicular conflicts and maximize vehicle separation. Therefore, the accident rate should be at its minimum for a typical urban condition. VI. CONCLUSIONS This study assessed the impacts of the Silverberg Property on the short range (1993) and long range (2010) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: - The proposed development of the Silverberg Property is ' feasible from a traffic engineering standpoint. The additional proposed uses will generate approximately 3500 trip ends per weekday. Not all of these will be new trips. Some will be pass- , 7 J ' EXECUTIVE SUMMARY The Silverberg Property, located in the southeast quadrant of the I-25/Prospect interchange in Fort Collins, Colorado, has been proposed for commercial, highway business development. This site ' access study involved the steps of trip generation, trip distribution, trip assignment, capacity analysis, traffic signal warrant analysis, traffic signal progression analysis, and accident analysis. This study assessed the impacts of the Silverberg Property on the short range (1993) and long range (2010) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: - 1' The proposed development of the Silverberg Property is feasible from a traffic engineering standpoint. The additional proposed uses will generate approximately 3500 trip ends per weekday. Not all of these will be.new trips. Some will be pass - by trips already on the area streets as part of the background traffic. - Based upon current traffic volumes and existing geometrics, the analyzed signalized intersections operate acceptably. - By 1993, given development of the Silverberg Property and an increase in background traffic, the Prospect/Silverberg Access and the Prospect/Frontage Road intersections will operate acceptably. The Prospect/Northbound Off -ramp intersection will ' operate unacceptably with stop sign control during the afternoon peak hours for the ramp movements. Separation of the right- and left -turning traffic will confine delays to only those vehicles ' desiring to turn left. The northbound left -turns from the ramp have no bearing on the trips generated at the Silverberg Property. They are a function of the existing (background) traffic. ' - It is concluded that with full development of the Silverberg Property, full access should be allowed to Prospect Road at the location described in this report. It is recommended that a continuous lane be constructed on the south side of Prospect Road between the Northbound Off -ramp and the Silverberg Access. This lane will function as a right -turn auxiliary lane for vehicles entering the Silverberg Property. Using the 1993 volumes, a westbound left -turn lane on Prospect Road approaching the Silverberg Access is not required. - With the projected year 2010 traffic volumes, Prospect Road will operate acceptably with a four lane cross section. Signals will be warranted at the Prospect/Northbound Off -ramp intersection, the Prospect/Southbound Off -ramp intersection, and the Prospect/ Frontage Road intersection. The signalized intersections will operate acceptably. The right-in/right-out Prospect/Silverberg 1 11 20 y0 - JQ � 0 C-30 PROSPECT 0 O Right -in / Right -out Shared access between. Silverberg and Ghent / properties G a O cc W O 0 LONG RANGE GEOMETRICS Figure 8 ' by trips already on the area streets as part of the background traffic. - Based upon current traffic volumes and existing geometrics, the analyzed signalized intersections operate acceptably. - By 1993, given development of the Silverberg Property and an increase in background traffic, the Prospect/Silverberg Access and the Prospect/Frontage Road intersections will operate acceptably. The Prospect/Northbound Off -ramp intersection will operate unacceptably with stop sign control during the afternoon peak hours for the ramp movements. Separation of the right- and ' left -turning traffic will confine delays to only those vehicles desiring to turn left. The northbound left -turns from the ramp have no bearing on the trips generated at the Silverberg Property. 1 They are a function of the existing (background) traffic. It is concluded that with full development of the Silverberg Property, full access should be allowed to Prospect Road at the location described in this report. It is recommended that a continuous lane be constructed on the south side of Prospect Road between the Northbound Off -ramp and the Silverberg Access. This lane will function as a right -turn auxiliary lane for vehicles entering the Silverberg Property. Using the 1993 volumes, a westbound left -turn lane on Prospect Road approaching the ' Silverberg Access is not required. - With the projected year 2010 traffic volumes, Prospect Road will operate acceptably with a four lane cross section. Signals ' will be warranted at the Prospect/Northbound Off -ramp intersection, the Prospect/Southbound Off -ramp intersection, and the Prospect/ Frontage Road intersection. The signalized intersections will ' operate acceptably. The right-in/right-out Prospect/Silverberg Access will operate acceptably. The Frontage Road/Silverberg-Ghent Access will operate acceptably. ' - Long range geometric recommendations are shown in Figure 8. - With proper traffic control and the recommended geometrics, ' the accident rate should be minimal for typical urban conditions. i r 1 8 I 1 APPEhJCl2:< A t A M MATTHEW J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 80538 TABULAR SUMMARY OF VEHICLE COUNTS Observer Date �� 2 S 9 Day 29 PS d A'! city Po 2 -T (2O c c r �u 3 R = Right turn Z- 2 S QA��t P ��oc p rT S=Straight INTERSECTION OF AND L =Lett turn TIME BEGINS 0aJ — IF AMP QAM P Tfl� South P�20 S �C—t Y ��e) PECT TOTAL Eest West T� from NORTH from SOUTH from EAST from WEST R S I L Total R S I L I Total R I S I L I Total II R S I L I Total iS I I Z1 1-73 1 75 II -7s 1101131 1 13 11 1 9 IZ4 33 1 4 Cn 11z I �3o II I 2 I(9? 1 6:>9 11 &9 110 1 zs 1 zs 11 11 Iz41 40 11 In s II 13+ 74S II I I 17 IZ'Sl 9Z II qZ IIZ IZ31 IZ5 11 115- I it 1 2 )43 I sz 11 52 710 114 114 II I IZ 1 9 I Z- l 13s 11 ?7 II I I I I I II I I I I I t it 7rs-GIsI I I 113 1 I7--751211-sz it Zss`� I Z I s I 1 77 11 147 1731 IZo 119- 114Sss I I I I I II I I i I I I I II II I I II I I I II I I I I I I I I II II I- I I II I I I I i II I I I I I II i I I I I I I I I 430 II I I III I I I (02 II iaZ 12 Iz4 i I Z- Co 1 130 1�41� II ss0 11 1¢2 tIdS i I 1 2 Is9 & I II & 1 1 3 1 2z I I ZS I 1 2 I Izs 1 ¢Cp ? 1 I! 3 Z SD 0 I 1 5 170 1 75- 11 75 Z 1 3 I 1 3 3 11 1 Z I 27 1 4 I 1 5(0 51.5 11 1 1 1I I I? 1 S-0 11 30 1 1 1 Iz 1 1 1 3 13Z IZs1 s7 1 70 1 15'O s3a I II Iro21 (o3 11 (03 14 I t9 1 1 7-3 1Z7 118 145- I I I i I II I I I I I I 430-s 1 1 19 jz(o1jZ7$ 11 Z7S' (i� 1g9 1 19-7 1104 10112oS 50-Z 115 S-0 ?PA' I 1 r-appa"D i x o 1 �J [1 J 1 M M r r r r r rs �r r r r r r r r r FIGURE 4-5. PEAT( HOUR VOLUME WARRANT 4C-103 warrant 11, Peak Hour Volume The peak hour volume warrant is also intended for application when traffic conditions are such that for one hour of the day minor street traffic suffers undue traffic delay in enuring or crossing the major strew. The peak hour volume warrant is satisfied when the plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicle per hour of the higher volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) of an average day falls above the curve in Figure 4-5 for the existing combination of approach lanes. When the 85th percentile speed of major street traffic exceeds 40 mph or when the intersection lies within a built-up area of an isolated community having a population less than 10.000, the peak hour volume requirements is satisfied when the plotted point referred to above falls above the curve in Figure 4-6 for the existing combination of approach lanes. S a MORE LA NE r • ::■■■'�•''� QUU IUUU 12UO 1400 1600 1800 MAJOR STREET — TOTAL OF BOTH APPROACHES — VPH 'NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. MIJUHL 4-U. rt:AK HUUH VULUnnt WAHHAIVI (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) ,s• 0 1--F--F OR •- LANES OR •- E , aUU 4UU 5UU 600 700 800 900 1000 1100 1200 1300 MAJOR STREET — TOTAL OF BOTH APPROACHES — VPH �r r 'NOTE: 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 75 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. ARRa" ? I X E I I . p E 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXIXXXXXXXXXXXXXXXXMXXXYXXXXXXXXtXX IDENTIFYING INFORMATION -------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... prospect NAME OF THE NORTH/SOUTH STREET....... ramp NAME OF THE ANALYST .................. mid DATE TIME OF THE ANALYSIS (mm/dd/yy)...... PERIOD ANALYZED ................. 10/31/90 (9 1993 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL ----------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES ----------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 77 0 291 0 THRU 101 134 0 0 RIGHT 0 50 59 0 NUMBER OF LANES AND LANE USAGE --------------------------------------------------------------- EB WB NB SB ---------------------------- LANES 1 1 yL CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY GAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- -------- ----------- ------------ --- MINOR STREET NB LEFT 356 523 492 > 492 > 136 > D THROUGH 0 582 548 > 535 548 > 107 546 >D A RIGHT 72 942 942 > 942 > 870 > A MINOR STREET SB LEFT 0 498 447 > 447 > 447 > A THROUGH 0 605 569 > 0 569 > 0 569 > A RIGHT 0 876 876 > 876 > 876 > A MAJOR STREET EB LEFT 94 962 962 962 868 P WB LEFT 0 995 995 995 995 P IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... prospect NAME OF THE NORTH/SOUTH STREET.... ramp DATE AND TIME OF THE ANALYSIS..... 10/31/90 am pm 1990 1993 OTHER INFORMATION.... M = = = = = = ,;3> 1985 HCM: UNSIGNALIZED INTERSECTIONS Paae-1 �.'Y.��Y.YiYtZi YM::1[XXI[tY[tiFMit�iYX<XYiz��XYLXZx��X�tX.t ZX>.XY�»z�IKK%i ♦!<��Y IDENTIFYING INFORMATION --------- ------------------------------------------- — --------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... prospect NAME OF THE NORTH/SOUTH STREET....... ramp NAME OF THE ANALYST .................. mjd DATE OF THE ANALYSIS (mm/dd/yy)...... 10/31/90 TIME PERIOD ANALYZED ................. pm 4-940 1993 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------- EB WB NB SB ---- ---- ---- ---- LEFT 107 0 285 0 THRU 172 140 0 0 RIGHT 0 49 65 0 NUMBER OF LANES AND LANE USAGE ------------------------------ EB WB NB SB ------- ------- ------- LANES 1 1 1 1 1 eur Iic Grz' I TP i Tp CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------------------------------------------------ --- MINOR STREET - NB LEFT 348 445 405 > 405 > 57 > E THROUGH 0 502 457 > 449 457 > 21 457 >E A RIGHT 79 861 861 > 861 > 782 > A MINOR STREET SB LEFT 0 415 357 > 357 > 357 > B THROUGH 0 520 474 > 0 474 > 0 474 > A RIGHT 0 870 870 > 870 > 870 > A MAJOR STREET EB LEFT 131 956 956 956 826 A WB LEFT 0 969 969 969 969 A IDENTIFYING INFORMATION --------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... prospect NAME OF THE NORTH/SOUTH STREET.... ramp DATE AND TIME OF THE ANALYSIS...._ 10/31/90 ; am pm 1990C1993) OTHER INFORMATION.... = = = M = = = M �Cn 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 X XXXxxXXXXXxXXXXxXXXXXxXXXXXxxxXXXXXXXXXXXxXXXXYXXXXXxXXXXXXXxXXXxXxx IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... prospect NAME OF THE NORTH/SOUTH STREET..... . frontage road NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 10/31/90 TIME PERIOD ANALYZED ................. am 1993 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL -------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------- EB WB NB SB ---- ---- ---- ---- LEFT 10 2 18 1 THRU 30 71 1 10 RIGHT 40 2 2 9 NUMBER OF LANES AND LANE USAGE ------------------------------------------------------------------ EB WB NB SB ------- ------- ------- ------- LANES 1 1 1 1 i n.... uc♦C1 Tc. I TD �1 CAPACITY AND LEVEL -OF -SERVICE _ Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE . CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET NB LEFT 22 712 694 > 694 > 672 > A THROUGH 1 800 793 > 718 793 > 693 792 >A A RIGHT 2 975 975 > 975 > 973 > A I MINOR STREET SB LEFT 1 709 701 > 701 > 700 > A THROUGH 12 779 772 > 843 772 > 819 760 >A A RIGHT 11 964 964 > 964 >. 953 > A MAJOR STREET EB LEFT 12 999 999 999 987 A WB LEFT 2 999 999 999 997 A IDENTIFYING INFORMATION ------------------------------------------------------- NAME OF THE EAST/WEST STREET...... prospect NAME OF THE NORTH/SOUTH STREET.... frontage road DATE AND TIME OF THE ANALYSIS..... 10/31/90 am pm 1990 E OTHER INFORMATION._.. ' Access will operate acceptably. The Frontage Road/Silverberg-Ghent Access will operate acceptably. ' - Long range geometric recommendations are shown in Figure 8. - With proper traffic control and the recommended geometrics, the accident rate should be minimal for typical urban conditions. 11 r I I I I I I 1 I 1 I I 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 c xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx�:xxxxxxxx.=zxxxxxx::<xxxxxxx:xx=xxx IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR STREET_. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... prospect NAME OF THE NORTH/SOUTH STREET....... frontage road NAME OF THE ANALYST .................. mJd DATE OF THE ANALYSIS (mm/dd/yy)...... 10/31/90 TIME PERIOD ANALYZED ................. --(DI T990 1993 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL ------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES ------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 8 1 43 1 THRU 99 66 3 1 RIGHT 26 1 1 12 NUMBER OF LANES AND LANE USAGE --------------------------------------------------------------- EB W6 NB SB ------- ------- ------- ------- LANES 1 1 1 1 1 nnlc II .I rr i To 1 7D CAPACITY AND LEVEL -OF -SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c p M SH R SH (pcph) c (pcph) c (pcph) c = c - v LOS j ------- -------- -------- ------------ ------------ --- MINOR STREET NB LEFT 53665 654 > 654 > 601 > A THROUGH 4 742 738 > 663 738 > 605 734 >A A RIGHT 1 930 930 > 930 > 929 > A MINOR STREET SB LEFT 1 662 655 > 655 > 654 > A THROUGH 1 731 726 > 914 726 > 897 725 >A A RIGHT 15 967 967 > 967 > 952 > A MAJOR STREET EB LEFT 10 999 999 999 989 A WB LEFT 1 986 986 986 985 A IDENTIFYING INFORMATION ------------------------------- -------- NAME OF THE EAST/WEST STREET...... prospect NAME OF THE NORTH/SOUTH STREET.... frontage road DATE AND TIME OF THE ANALYSIS..... 10/31,90 am pm 1990 1993 OTHER INFORMATION.... m m m m m m m m m r m m m m m m m m m 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 XX%#X#XX#%X#XXXX%##XXXXX%##XXXXX%#XXXXXXXXX#XX#X####XXXXX%X%##XXXX#X# IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... prospect NAME OF THE NORTH/SOUTH STREET....... access NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 10/31/90 TIME PERIOD ANALYZED ................. ( a) pm 1993 OTHER INFORMATION.... ��J/ INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- --- --- LEFT 0 19 105 -- THRU 61 79 0 -- RIGHT 99 0 19 -- NUMBER OF LANES EB WB NB SB ------- ------- ------- ----- LANES 1 1 1 -- 15D CAPACITY AND LEVEL -OF -SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- ---------------- ------------ ------------ --- MINOR STREET NB LEFT. 128 658 649 > 649 > 520 > A > 680 > 529 >A RIGHT 23 932 932 > 932 > 908 > A MAJOR STREET WB LEFT 23 973 973 973 950 A IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... prospect NAME OF THE NORTH/SOUTH STREET.... access DATE AND TIME OF THE ANALYSIS..... 10/31/90 am pm 1993 OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS . Page-1 1Y******************************************... *****...... *.......... IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... prospect NAME OF THE NORTH/SOUTH STREET....... access NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 10/31/90 TIME PERIOD ANALYZED ................. am pm 1993 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL ------------------------------------------------ INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES ------------------------------------------------ EB WB NB SB ---- ---- ---- ---- LEFT 0 23 91 -- THRU 116 98 0 -- RIGHT 121 0 17 -- NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB ------- ------- ------- ------- LANES 1 1 1 -- CAPACITY AND LEVEL -OF -SERVICE Page-3 -------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- ----------------------------------------- --- MINOR STREET NB LEFT 111 578 567 > 567 > 456 > A > 599 > 467 >A RIGHT 21 856 856 > 856 > 835 > A MAJOR STREET WB LEFT 28 905 905 905 877 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... prospect NAME OF THE NORTH/SOUTH STREET.... access DATE AND TIME OF THE ANALYSIS..... 10/31/90 ; am pm 1993 OTHER INFORMATION.... ' ra F � Er-�a t� i x F 1 1 1085 HCM: SIGNALIZED INTERSE`TIONS SUMMARY REPORT INTERSECTION..prospect/1-2S ramp AREA TYPE ----- OTHER ANALYST....... and DATE.......... 12/21/90 TIME......... am � 2010 COMMENT ....... ----------------------------------------------------- -- -------------- VOLUMES GEOMETRY EB WB NB SB EB WB NS 56 LT 180 0 343 0 L 12.0 T 12.0 L 12.0 12.0 TH 528 518 0 0 : T 12.0 T 12.0 R 12.0 12.0 RT 0 270 261 0 T i2.0. R 12.0 12.0 12.0 RR 0 0 0 0 i2.0 12.0 12.0 12.0 12.0 1z0 12.0 12.0 t2--Z___________ __________12-0 _______________________________ ____-___- ADJUSTMENT FACTORS GRADE HV AD-1 PKG BUSES PHF PEDS RED. BUT. ARR. TYPE (%) (%) YIN Nm Nb YIN min T EB 0.00 2.00 N 0 0 0.90 0 N 8.5 3 WB 0.00 2.00 N 0 0 0.90 0 N 8.5 3 NB 0.00 2.00 N 0 0 0.90 0 N 20.5 3 SB 0.00 2.00 N 0 0 0.90 0 N 20.5 3 ------------------------------------------------------- -------------- SIGNAL SETTINGS CYCLE LENGTH = 70.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X X NB LT X TH X X TH RT RT X PD PD WB LT 58 LT TH X TH RT X RT PD PD GREEN 10.0 20.0 0.0 0.0 GREEN 25.0 0.0 0.0 0.0 YELLOW 5.0 5.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OP SERVICE _ANE GRP. V/C C/C DELAY LOS APP. DELAY APR. LOS EB L 0.028 C.529 6.0 E. E.P B T 0.327 0.529 - 7.2 S WB T 0.540 0.314 15.5 C 11.3 B R 0.283 0.700 3.0 N8 L 0.652 0.366 15.2 C 16.3 B R 0.496 0.386 13.0 6 -------------------------------------------------------------------------- INTERSECTION: Delay = 10.6 (sec/veh) V/C = 0.467 LOS = B 1955 HCM: SICN.ALIZED INTERSECTIONS SUMMARY REPORT xzxxxxzxrxzxzxzzxzx##zzzxxxx#z##x#xx#x#x###zxxxxxxxxzz#zzzzzzzzzzx#x#z##zx INTEP.SECTION..pros^ect/i-25 ramp AREA TYPE ..... OTHER ANALYST....... mid DATE.......... 12/7_1/90 TIME.......... 2010 COMMENT....... ----------------------------------------------------------------------- VOLUMES - GEOMETRY EB WB NB 56 : EB WB NB SB LT 248 0 336 0 : L 12:0 T 12.0 L 12.0 12.0 TH 896 788 0 0 : T 12_.0 T 19.0 R 12.0 12.0 RT 0 430 406 0 : T 12.0 R 12.0 12.0 12.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.o 12.0 , 2.0 12.0 12-0 ----------------------------------------------------------- ---------_ ADJUSTMENT FACTORS GRADE HV AD-1 PKG BUSES PHF PEDS RED. BUT. ARR. TYPE (%) (%) YIN Nm Nb YIN min T EB 0.00 2.00 N 0 0 0.90 0 N 8.5 3 WB 0.00 2.00 N 0 0 0.90 0 N 8.5 3 NB, 0.00 2.00 N 0 0 0.90 0 N 20.5 3 SB 0.00 2.00 N 0 0 0.90 0 N 20.5 3 --------------------------------------------------------------------- -- SIGNAL SETTINGS CYCLE LENGTH = 70.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X X NB LT X TH X X TH RT RT X PD PD WB LT SB LT TH X TH RT X RT PD PD GREEN 10.0 20.0 0.0 0.0 GREEN 25.0 0.0 0.0 0.0 YELLOW 5.0 5.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 ------------------------------------------------------ ------------- LEVEL OF SERVICE LANE GRP. V/C C/C DELAY LOS APR. DELAY APR. LOS EB L 0.305 0.529 8 8.3 B T 0.555 0.529 8.6 B WB T 0.521 0.314 0.4 C 147 E R 0.451 0.700 ' 7 A N E L 0.639 0.386 15.0 E 17.0 C R 0.772 0.386 18.7 C ------------ ---------- ------ --------------------------------- INTERSECTION: Delay = 12.9 (sec/veh) V/C = 0.679 LOS = B 1905 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT zzxxxzzzssszzzssxxxszzzzsxxxxzxxssxzzsxxxzzzxxszszzxzsxxxzzzzxsxxxzszzzzzx INTERSECTION..orosoect/ironia9e road AREA TYPE ..... OTHER ANALYST....... mid DATE.......... 1221/90 TIME......... am - 2010 COMMENT....... --- ------------------- ---------------------------------------------- VOLUMES GEOMETRY EB WB NB 56 EB WB NB SB LT 277 26 224 21 L 12.0 L 12.0 L 12.0 L 12.0 TH 151 345 32 35 T 12.0 TR 12.0 TR 12.0 T 12.0 RT 118 39 18 226 R 12.0 12.0 12.0 R 12.0 RR 0 0 0 0 12.0 12.0 12.0 12.0 EB WB NB SB 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 ____________________________________________________________________ ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) YIN Nm Nb YIN min T 0.00 2.00 N 0 0 0.90 0 N 22.8 3 0.00 2.00 N 0 0 0.90 0 N 22.8 3 0.00 2.00 N 0 0 0.90 0 N 22.8 B 0.00 2.00 N 0 0 0.90 0 N 22.8 3 SIGNAL SETTINGS CYCLE LENGTH = 70.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X X NB LT X X TH X X TH X X RT X X RT X X PD PD WB LT X SB LT X TH X TH X RT X RT X PO PD GREEN 11.0 19.0 0.0 0.0 GREEN 8.0 12.0 0.0 0.0 5.0 LANE GRP EB L T R WB L TR NB L TR SB L T R ------------- INTERSECTION 1985 HCM: SIGNA.LIZEI! INTERSECTIONS . SUMMARY REPORT sxxxsszzxxxszxsxzzsxzzsszzzsssxasrrx......zszxxxszxsxszxzzrzrsxr zzszsxzzzs INTERSECTION..pros=e:t/frontage road AREA TYPE..... OTHER ANALYS........ mid DATE.......... 1221/90 TIME.......... nm 2010 COMMENT_ ---- -_-_____--WBB ----N_________________________________________________ VOLUMES EB GEOMETRY 56 EB WB NB SB i LT 583 26 360 52 : L i2.0 L 12.0 L 12.0 L 12.0 ' TH 389 254 52 52 : T 12.0 TR 12.0 TR 12.0 T 12.0 RT 124 45 33 611 : R 12.0 12.0 12.0 R 12.0 RR 0 0 0 0: 12.0 12.0 12.0 12.0 i 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 ------------------ ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) YIN Nm Nb YIN min T EB 0.00 2.00 N 0 0 0.90 0 N 22.8 3 WB 0.00 2.00 N 0 0 0.90 0 N 22.8 3 NB 0.00 2.00 N 0 0 0.90 0 N 22.8 3 SB 0.00 2.00 N 0 0 0.90------0----N 22.8 3 ---------------------------------------- -------------------- i SIGNAL SETTINGS CYCLE LENGTH = 70.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X X NB LT X X TH X X TH X X RT X X RT X X PD PD WB LT X - SB LT X TH X TH X RT X RT X PD PD GREEN 13.0 14.0 0.0 0.0 GREEN 8.0 15.0 0.0 0.0 YELLOW 5.0 5.0 0.0 0.0 YELLOW 5.0 5.0 0.0 C.0 LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.927 0.486 31.5 D 20.7 C T 0.499 0.486 9.7 B R 0.145 0.622 4.0 A WB L 0.284 0.229 17.4 C 28.4 D TR 0.634 0.229 29.4 D NB L 0.235 0-429 9.7 B 9.6 B TR 0.1131 0.429 9.2 E: SB L 0.160 0.243 15.9 C 33.2 D T 0.134 0.243 15.8 C R 0.980 0.457 36.2 0 ---------- -------------------------------�- - ------------------------- INTERSECTION: Delay = �c .2 (s /veh) v C 0.553 LOS C 1965 HCM: UNSIGN.ALIZED INTERSECTIONS Page-1 .K.RM:Y%ZW.YI:YYL]KYW.Y>YYYYYXYYCYYXYYYYYXt.YYYYYIYYYY%YZYYYYYYICXYf YYYYYX%X IDENTIFYING INFORMATION --------------------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... prospect NAME OF THE NORTH/SOUTH STREET....... access NAME OF THE ANALYST .................. mjd DATE OF THE ANALYSIS (mm/dd/yy).._... 12/21/90 TIME PERIOD ANALYZED ................. am rn 2010 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES ---------------------------------------------------- EB WB NE SB ---- ---- ---- ---- LEFT 0 0 0 -- THRU 640 786 0 -- RIGHT 149 0 6 -- NUMBER OF LANES ______________________________________________________ EE WS NE SE• ------- ------- ------- ------- LANES = 2 2 CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET Nb RIGHT 7 825 825 825 618 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... prospect NAME OF THE NORTH/SOUTH STREET.... access DATE AND TIME OF THE ANALYSIS..... 12/21/90 am ►r 2010 OTHER INFORMATION.... m m m m m m m m m s m m m m m m m m m 1985 HCM: UNSIGNAL12ED INTERSECTIONS paoe-1 x xxxxx xxxxxxxxxxxxxxxxxxxr.xxx x'xxxxa:xxx.xxxx x'xxxxxxx.xxxxxxxxxxv'r xx x.x xxx IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... prospect NAME OF THE NORTH/SOUTH STREET....... access NAME OF THE ANALYST......'........... mjd DATE OF THE ANALYSIS (mm/dd/yy)...... 12/21/90 TIME PERIOD ANALYZED ................. a+ pm 2010 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL ------------------------------------------ --------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES EB WE NB SB ---- ---- ---- ---- LEFT 0 0 0 -- THRU 1091 17,18 0 -- RIGHT 211 0 5 -- NUMBER OF LANES --------------------------------------------------------------------- EB WB NE SE, ------- ------- ------- ------- LANES _ _ -- CAPACITY AND LEVEL -OF -SERVICE Page-S --------------------------------------- ------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c p M SH R SH (pcoh) c (pcph) c (pcph) = c - v LOS ------- -------- -- ----- ---------------------- --- MINOR STREET NE -- - -- -- -' RIGHT 6 603 603 603 597 A H HE IDENTIFYING INFORMATION ---------------------------------- ------------------ NAME OF THE EAST/WEST STREET...... prospect NAME OF THE NORTH/SOUTH STREET.... access DATE AND TIME OF THE ANALYSIS.._.. 12/21/90 .r+i pm 2010 OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 tX.V.Y:At.kt1YY Y:T.%Y.>X.'KY.%T.1%K.%1>KY.:l%tM�K%A:1:Y:CIK<KA"M:t1 L%:Y YKi1Y Y.<%1XX<>Y:%.%)k %fi IDENTIFYING INFORMATION ------------------------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... access NAME OF THE NORTH/SOUTH STREET....... frontage road NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 12/21/90 TIME PERIOD ANALYZED .......... ....... ,m M 2010 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SE ---- ---- ---- ---- LEFT 222 -- 12 0 THRU 0 -- 52 116 RIGHT 12 -- 0 65 NUMBER OF LANES -------------------------------- ---------------------------------- EB WE. NB SE. ------- ------- ------- ------- L ANrc, CAPACITY AND LEVEL -OF -SERVICE Page-2 'POTEN- ACTUAL FLOW- TiAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS ------- p -------- M ----- -- ------------ SH R SH ------------ --- MINOR STREET jEB LEFT 271 654 648 648 377 B RIGHT 15 888 888 868 873 A MP .20R STREET NB LEFT 15 965 965 965 950 A IDENTIFYING INFORMATION -------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... access i NAME OF THE NORTH/SOUTH STREET.... frontage ro d DATE AND TIME OF THE ANALYSIS..... 72/27/90 am ry 2010 OTHER INFORMATION.... i 1955 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET --------- access NAME OF THE NORTH/SOUTH STREET....... frontage road NAME OF THE ANALYST.. ................ mJd DATE OF THE ANALYSIS (mm/dd/yy)...... 12/21/90 TIME PERIOD ANALYZED ................. as pm 2010 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET. DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WS NB SE, ---- ---- ---- ---- LEFT 309 -- 19 0 THRU 0 -- 136 82 RIGHT 17 -- 0 120 NUMBER OF LANES --------------------------------------------------------------------- EB WE. NE', qE; ---------------------------- LANES -- 1 i CAPACITY AND LEVEL -OF -SERVICE Page-3 -------------------------------------- ------------------------- -- POTEN- ACTUAL FLOW- TIA.L MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) C = c - v LOS o M SH R SH .------------------------------------------------ --- MINOR STREET 1 EB LEFT 378 579 570 570 192 D RIGHT 21 895 895 895 815 A MAJOR STREET i NS LEFT 23 943 943 943 919 A i IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... access NAME OF THE NORTH/SOUTH STREET.... frontage road ' DATE AND TIME OF THE ANALYSIS..... 12/21/90 pm 2010 OTHER INFORMATION.... 1 I. INTRODUCTION ' This traffic impact study addresses the capacity, geometric, and control requirements at and near a proposed commercial development known hereinafter as the Silverberg Property. It is located south of Prospect Road and east of I-25 in Fort Collins, Colorado. This commercial development is proposed to contain a convenience/gas store, sit-down restaurant, and a motel. This study addresses the traffic impacts at two levels of development: ' 1) development of proposed uses, all implemented by 1993; and 2) full development in 20 years (2010). During the course of the analysis, numerous contacts were made with the property owner's agents (Brad March, Attorney, and Steve Robinson, Realtor) and the Fort Collins Traffic Engineering Department. This study conforms with typical traffic impact study ' guidelines. The study involved the following steps: - Collect physical, traffic, and development data. - Perform trip generation, trip distribution, and trip ' assignment. - Determine peak hour traffic volumes. ' - Conduct capacity and operational level of service key intersections. analyses on - Analyze signal warrants. Analyze signal progression. Analyze potential changes in accidents and safety considerations. II. EXISTING CONDITIONS ' The location of the Silverberg Property is shown in Figure 1. Since the impact in the short range, as well as, the long range is of concern, it is important that a thorough understanding of the existing conditions be presented. Land Use The adjacent land uses near the Silverberg Property are as follows: 1) to the west is Interstate 25 with an interchange at Prospect Road; 2) to the north across Prospect Road is land known as Galatia, which has been conceptually planned and recently annexed to the City of Fort Collins; 3) to the east is the East Frontage Road of I-25 and largely agricultural land east of the Frontage Road; and 4) to the south is agricultural land and some commercial/industrial uses along the Frontage Road. The topography ' in the area is essentially flat in the immediate area of the Silverberg Property except for the embankment of the I-25/Prospect interchange. � r = M MATTHEtN J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 80538 TABULAR SUMMARY OF VEHICLE_ COUNTS Observer Date / Z S 4 Day I<c��r 5 bAY City r--OeT &4/,*J S R = Right turn S = Straight INTERSECTION OF r P- ONT Al~ &- eoAb, AND -pp OS F'O-C-r F0dD L = Left turn TIME BEGINS Fzw eA Cf left from NORTH �o�u AGCS �U. 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JO smp.ar, Atwdq latcocuanq p mps'sn I P mop ado pia"o aqf a>mWa at Pa»pmtm AIPJ aq mmm m. , 101w, Pam Aacdw qwq will 'saAaataq 'aaro alp is "win of lonua sl lI •amwi qaa of Pmgm Aldmm 1011 soar pat-APAmadas PaAAp°M On oat -all laonascsam! purlwam and -Al1ps) aqf !a )op"al paw Aimed,aqf tpoq )c Imammaap a Pappia!A atmw mAtom, sa rc aqi %Plduga wen" .aid a1 lodA AgPMJ aqm ml m AmP a 114912icao giumn a wits On adwtwo sow agt'aAa-0q 'SsAPIM-ma"Mal", ul l,qq= P sadA its ml an Aa4p a'wmwcatu! P>sAlwr agi at IM+pma an aa!"ac P P"aI Pal Awdo P adottm aqf 30tAtl3S 10 13AM ONV AMOVdV0 M I II LEVEL UE HELVICE CR1IEB18 EU3 UNSIGNALIZED 101EBgg!LI1UNS Level -of -service Criteria for unsinnalizpd intersec- tions are stated in very general terms, and are related 1 to general delay ranges. Analysis for- a stop- or- yield-Conr trolled illtesettioll results ill solutiolls for the capacity of each lane on the minor approaches. the IeveI-of-servIre t►-iterla are then based on the 1 reserve, or unused, capacity of tile lane in question, empressed in passenger tars per hour IFCRHI. tRESERVE CAF•AC17Y LEVEL OF E MECfED DELAY 70 lF'CF'H> SERVICE MINUR STREET YRAFFIC ------------------------------------------------------ �!�!► A Little or no delay •''•!1!►-: 99 13 Short traffic delays 2!r!1-299 C Average traffic delays 111M!-199 U Long traffit delays !)- 99 E Vpry long traffic delays * F *When demand volume emcpeds the tapci ty of tile I ane, ell trenle delays Will be entountervd With queuing Which may taLlSV severe tUlloest l o►l affecting other traffic mOvempnts ill the i►Iterspttloll. lllis condition Usually Warrants improvemellt to the illterspttion. I t Refprerlce: 4:1i.gl_�Way Capag,�ty Manual_. t3ppcial Report 2!19. transportation Research Board, Matiorl- 01 Research Council. Washington, U.C. 19135. APPEF-Jb I 7C C i= M M M M� w M M M M= w = = M r 2A 1985 HCM: UNSIGNALIZED INTERSECTIONS Paae-1 X XYXX#XXXXYYXXXXXXYY##XYXXYYYXXXYXXYXXXY##XXXXX#XXXXXXX#XX#XXYYXX#XX# IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... prospect NAME OF THE NORTH/SOUTH STREET....... ramp NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy).... .. 10/31/90 TIME PERIOD ANALYZED ................ am 'pm 1990 T119T OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL -------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES ------------------------------------------------------------------- EB WB N6 SB ---- ---- ---- ---- LEFT 73 0 275 0 THRU 47 75 0 0 RIGHT 0 2 13 0 NUMBER OF LANES AND LANE USAGE --------------------------------------------------------------------- EB WB N6 SB -- ---- ----- — ------- LANES 1 1 ------- 1 1 LANE USAGE LTR LTP 2c' CAPACITY AND LEVEL -OF -SERVICE Paae-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c p M SH R SN (pcph) c (pcph) c (pcph) c = c - v LOS ------- -------- --------- ------------ ------------ --- MINOR STREET NB LEFT 336 669 633 > 633 > 297 > C THROUGH 0 734 695 > 643 695 > 291 695 >C A RIGHT 16 977 977 > 977 > 961 > A MINOR STREET SB LEFT 0 658 616 > 616 > 616 > A THROUGH 0 735 696 > 0 696 > 0 696 > A RIGHT 0 962 962 > 962 > 962 > A MAJOR STREET EB LEFT 89 999 999 999 910 A WB LEFT 0 999 999 999 999 A IDENTIFYING INFORMATION ---------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... prospect NAME OF THE NORTH/SOUTH STREET._.. ramp DATE AND TIME OF THE ANALYSIS..... 10/31/90 Dam pm 1990 1993 OTHER INFORMATION.... now 2�q 1985 HCM: UNSIGNALIZED INTERSECTIONS Paae-1 zzzzzxxxzzzzzzxzzzzzzzzzzzzzxxzxzxxzxzzzzzzzzxxzzzxxxxzzzzzzxxzzzxxxz IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... prospect NAME OF THE NORTH/SOUTH STREET....... ramp NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 10/31/90 TIME PERIOD ANALYZED ................. -me es OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL ------------------ ------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WS NB SB ---- ---- ---- ---- LEFT 101 0 269 0 THRU 104 89 0 0 RIGHT 0 8 9 0 NUMBER OF LANES AND LANE USAGE --------------------------------------------------------------------- EB WB NB SB ------- ------ ------- ------- LANES 1 1 1 1 1 ANF i1CAr.p I T4 I TG Z� CAPACITY AND LEVEL -OF -SERVICE Paae-3 ------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c p M SH R SH (pcph) c (pcph) c (pcph) c = c - v LOS ------ -------- --------- ------------ ------------ --- MINOR STREET NB LEFT 329 574 529 > 529 > 200 > C THROUGH 0 636 586 > 536 586 > 197 586 >D A RIGHT 11 939 939 > 939 > 928 > A MINOR STREET SB LEFT 0 570 521 > 521 > 521 > A THROUGH 0 640 5B9 > 0 589 > 0 589 > A RIGHT 0 952 952 > 952 > 952 > A MAJOR STREET - EB LEFT 123 996 996 996 - 873 A WB LEFT 0 994 994 994 994 A IDENTIFYING INFORMATION ---------------------------------------------- -------------------- NAME OF THE EAST/WEST STREET...... prospect NAME OF THE NORTH/SOUTH STREET._.. ramp DATE AND TIME OF THE ANALYSIS..... 10/31/90 am pm 1990 1993 OTHER INFORMATION._.. m m s m w= m s w- m m m M. m m m m m m 2G, 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 X XXZY.'KY.'k.t XXYYZZiYYMZ>M".1.'<.t>.Y[XYX.W.%tIK.'1.'M<>XXXXXXXXXH'.%ZYZ t:KYit%Y�Yt Y'<1.Z Y1.i IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... prospect NAME OF THE NORTH/SOUTH STREET....... frontage road NAME OF THE ANALYST .................. mJd DATE OF THE ANALYSIS (mm/dd/yy)...... 10/31/90 TIME PERIOD ANALYZED ................. T693 G& OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------'------'--'----'-------"------"'-----'-- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES ------------------------------------------------------------------ EB WB NB SB ---- ---- ---- ---- LEFT 4 2 11 1 THRU 24 62 1 9 RIGHT 32 2 2 4 NUMBER OF LANES AND LANE USAGE --------------------------------------------------------------------- ES WB NB SB ------- --------------------- LANES i nnic n�nr_c i -rn � ro Z% CAPACITY AND LEVEL -OF -SERVICE Paoe-3 ------------------ POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------------------------------------------------ --- MINOR STREET NB LEFT 13 745 734 > 734 > 720 > A THROUGH 1 828 824 > 767 824 > 750 823 >A A RIGHT 2 980 980 > 980 > 978 > A MINOR STREET SB LEFT 1 740 735 > 735 > 734 > A THROUGH 11 811 808 > 842 806 > 824 797 >A A RIGHT 5 969 969 > 969 > 964 > A MAJOR STREET E6 LEFT 5 999 999 999 994 A WB LEFT 2 999 999 999 997 A IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... prospect NAME OF THE NORTH/SOUTH STREET.... frontage ro d DATE AND TIME OF THE ANALYSIS..... 10/31/90 am pm 1990 1993 OTHER INFORMATION.... 2, 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 ZZZYZYZZZYZZYYYZZZYYZYZZZYZZZYYYYZYYYZZZZZYYYZZYZYZYYYZZZZZYYYZZYYYZZ IDENTIFYING INFORMATION AVERAGE RUNNING SPEED. MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... .9 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... prospect NAME OF THE NORTH/SOUTH STREET....... frontage road NAME OF THE ANALYST .................. mjd DATE OF THE ANALYSIS (mm/dd/yy)...... 10/31/90 TIME PERIOD ANALYZED ................. pm 1990 4493 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL -------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------- EB WB NB SB ---- ---- ---- --- LEFT 3 1 34 1 THRU 90 58 3 .I RIGHT 20 1 1 5 NUMBER OF LANES AND LANE USAGE --------------------------------------------------------------------- EB WB NB SB ---------------------------- LANES 1 1 1 4NF IMA(iF 1 TR I TP -2V CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------------------------------------------------ --- MINOR STREET NB LEFT 42 696 691 > 691 > 649 > A ' THROUGH 4 769 767 > 701 767 > 655 763 >A A RIGHT 1 944 944 > 944 > 942 > A MINOR STREET SB LEFT 1 688 683 > 683 > 682 > A THROUGH 1 758 756 > 882 756 > 873 755 >A A RIGHT 6 971 971 > 971 >. 965 > A MAJOR STREET - EB LEFT 4 999 999 999 996 A WB LEFT 1 992 992 992 990 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... prospect NAME OF THE NORTH/SOUTH STREET.... frontage road DATE AND TIME OF THE ANALYSIS..... 10/31/40 ; am pm 1990 1993 OTHER INFORMATION.... I I I I I I 11 11 I I I I I I ;Z::N.*• �NL 7� 7.. W Golf Course• R Giddings till 31 It b...... 523 e%. K 4$ubstal z -------------- 496 0 ........ ---------------- ------------------------ ------------ ------------ yll RZ :iz jj M. Nor Yards COLORADO. .,Black Hollow Junction 61 U L-i ❑lag—. J 10 TIM UU 'Sinnar 4 4 I o Downtown COLORADO Gravel Pit Airpark G ❑0 00 000 MEJEM] S Ir Roselawn e e Arrowhead Arr?%% I Tru;l 00 -1 LJLJLJ 1, nr CIS Sal LjlrL-j . 1505 LUiLBM4954 M RADO TE rAnil I 1A _: ---- 0 _0 17 Fm 10 Gravel Pit 0 s ect Rd. oo Radio NI 0 Towers It V: _if,boa % n % Ea BIM234 r) S1411VERBIERG OPERTY 'i Drakes U F `I II II 4rnlll 7 BM4874 1486 UI q. 0 0 II Lj 11, 11, 1 F _06 1 r 1 Omega 82 49 6mommil 1 SITE LOCATION Figure 1 I ' Roads The primary roads near the Silverberg Property are shown in Figure 2. The Frontage Road borders the Silverberg Property on the east. It is a north -south road designated as a Category 5 highway by the Colorado Department of Highways. Its existing cross section ' has one 12 foot lane in each direction with shoulders. The posted speed limit is 35 mph in this area. Sight distance is generally not a problem. The Frontage Road continues to the north of ' Prospect Road where it is posted at 45 mph northbound and 30 mph southbound approaching Prospect Road. The Frontage Road has stop sign control at the Prospect/Frontage Road intersection. Prospect Road borders the Silverberg Property on the north. It is designated as an arterial on the Fort Collins Master Street Plan. Prospect Road is a two lane road with shoulders. It widens ' to a four lane cross section near Timberline Road, approximately 2 miles to the west of I-25. The posted speed on Prospect Road is 35 mph west of the Frontage Road and 45 mph east of the Frontage Road. Interstate 25 is a north/south freeway along the front range of the Colorado Rocky Mountains. There is a diamond interchange at Prospect Road. The ramps have stop sign control. There are approximately 900 feet between the northbound off -ramp of I-25 and the Frontage Road. This 900 foot distance along Prospect Road is ' the north property line of the Silverberg Property. ' Existing Traffic Daily traffic flow is shown in Figure 3. These are machine counted volumes conducted by Larimer County in 1990. ' In addition to the daily count data, morning and afternoon peak hour traffic data were obtained in October 1990 at the Prospect/Northbound Ramp intersection and the Prospect/Frontage Road intersection. The peak hour turning movements are also shown in Figure 3. All raw traffic data are presented in Appendix A. ' Existing Operation Using the traffic volumes shown in Figure 3 and the existing geometrics, the intersections operate as indicated in Table 1. ' Appendix B describes level of service for signalized and unsignalized intersections as provided in the 1985 Highway Capacity Manual. Calculation forms for these analyses are provided in ' Appendix C. During the analyzed peak hours, the analyzed intersections operate acceptably. Acceptable level of service is defined as level of service D or better. The Prospect/Northbound ' 2 [1 1 l 1 1 [1 i 1 PRIMARY STREETS Figure 2 C Z Q aj O �n-o 2/0 a000 z/o (1990 AD"T) t—?5/89 73/101 -� PROSPECT ROAD 4/3 (1g90 ADT) 4""4-► / 7,4/90— � O I - O N a -Z 2� W c7 G V. 00 z O cc LL AM/PM 1990 PEAK HOUR AND DAILY TRAFFIC. . Figure 3 TABLE 1 1990 Peak Hour Operation Intersection Prospect/Northbound Off -ramp NB LT/RT EB LT Prospect/Frontage Road NB LT/T/RT SB LT/T/RT EB LT WB LT Land Use Level of Service AM PM C A A A A A TABLE 2 Trip Generation C-Store/Gas - 2.6 KSF Sit Down 24 hr. Restaurant 6.0 KSF 40 Unit Motel Total Daily Trips 2200 980 330 3510 D A A A A A A.M. Peak P.M. Peak Trips Trips Trips Trips in out in out 64 64 74 74 48 48 59 24 8 14 10 10 120 126 143 1 0 8