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Home My WebLink About04 TRAFFIC IMPACT STUDY 1989-07-21Traffic impact Study for the Proposed DSL Commercial Center Palm Desert, California Prepared for DSL Servica Company 3501 Jamboree Road North Tower, Suite 5000 Newport Beach, California 92658 July 21, 1989 Prepared by: ASL Consulting Engineers 2540 Red Hill Avenue, Suite C Santa Ana, California 92705 (714) 250-5525 Architect: McClellan Cruz Gaylord & Associates Traffic Analysis: ASL Consulting Engineers 2540 Red Hill Avenue Santa Ana, California 92705 Garold B. Adams, Project Manager Douglas Smith, Project Engineer, Author Andrew Muth, Analyst Peter Rim, Analyst Reviewing Agency: City of Palm Desert Seyed Safavian, City Traffic Engineer Ray Di&z, City Planner This report was prepared by ASL Consulting Engineers under the direct supervision of: Date: 7 2( 71 Doul . Smith, R.C.E., T.E. ASL Consulting Engineers Date: Garold B. Adams, R.C.E, T.E. Associate TABLE OF CONTENTS Page TABLE OF CONTENTS .................................... i LIST OF EXHIBITS ..................................... ii LIST OF TABLES ....................................... iii 1. INTRODUCTION .................................. 1 1.1 Project Location .............................. 1 1.2 Project Description ............................ 1 2. EXISTING CONDITIONS .............................. 1 2.1 Existing Roadway Network ....................... 1 2.2 Existing Traffic Volumes ....................... 6 2.3 Current General Plan ........................... 6 3. TRAFFIC FORECAST ................................. 8 3.1 Related Projects ............................... 8 3.2 Traffic Volume Growth Rate ..................... 8 3.3 Trip Generation ................................ 8 3.4 Trip Distribution .............................. 9 3.5 Trip Assignment ................................ 9 4. TRAFFIC IMPACTS ............................... 10 4.1 Roadway Capacities ............................. 10 4.2 Impacts to Off -Site Network ....................10 4.3 Intersection Capacity, Service Levels and Signal Warrants ........................... 16 4.4 On -Site Circulation and Access ................. 17 5. MITIGATION MEASURES .............................. 17 5.1 Recommended Improvements ....................... 17 6. CONCLUSION ....................................... 18 APPENDIX............................................. 19 i Figure LIST OF FIGURES Page Vicinity Map 2 Project Location Map 3 Site Map 4 Existing Traffic Volumes 7 Project Trip Distribution 11 Site Trip Distribution 12 Project Trip Generation 13 Project Turning Movement Volumes 14 Traffic Volumes at Buildout 15 ii LIST OF TABLES Table Page 2-1 Existing Traffic Volumes 6 3-1 Project Trip Generation 9 4-1 Roadway Volumes and Relative Increases 10 4-2 Intersection Level of Service Summary 16 iii 1. INTRODUCTION ASL Consulting Engineers has been retained by DSL Service Company to conduct a traffic impact study for the proposed development of a Commercial Center at Fred Waring Drive and Highway Ill in the City of Palm Desert, California. This report documents the study effort and was prepared for submittal to the City of Palm Desert. Report methodology and evaluation criteria is based on input from the City of Palm Desert Traffic Engineering Department and fol- lows generally accepted procedures for traffic impact analysis. Traffic forecasts, impacts and associated mitigation are provided for 1992, the projected build out year of this project. 1.1 Proiect Location The project site is located in the'northeast quadrant of the intersection of Fred Waring Drive and Highway ill. Figure 1 shows the vicinity map and the project location is shown on Figure 2. 1.2 Proiect Description The project under study is a proposed commercial development on 20 acres of land. The commercial center will includes a depart- ment store (75,000 square feet) and nine smaller commercial buildings ranging in size from 5,850 to 25,000 square feet and 20,000 square feet of office space. This property is currently vacant. Site access will be provided by driveways on Fred Waring Drive, Highway ill and Park View Drive. The aforemen- tioned information is shown on the site map in Figure 3. The majority of vehicular traffic entering and exiting the pro- posed commercial center is expected to be via automobile, howev- er, bus turnouts will be provided adjacent to the site along Highway 111. There will be 1,045 on -site parking spaces provided for patrons and employees of the commercial center. 2. EXISTING CONDITIONS 2.1 Existing Roadway Network State Route Ill - State Route Ill is a north -south highway pro- viding access to the Riverside County desert communities from Interstate 10 to Imperial County. It is a fully improved roadway adjacent to the project site. Highway 111 has six travel lanes with raised median and 110 feet of right-of-way. The estimated Average Daily Traffic (ADT) is 37,000 vehicle per day (VPD). The subject property has previously dedicated 5 feet of right-of-way on SR 111. -1- 0 DINAH SHORE DRIVE ^f w 0 GERALD FC wI PA•L,V O FRAP;,. SINA.TRA n �O� p CATHEDRAL - CIiY A CGUNTRY m O w RANCHO MIRAGE P A L' i A DESERT , Qf w z 0 L PROJECT SITE z z� aM 74 N a �o a� ASL CONSULTING ENGINEERS Arcadia * Santa Ana • Palm Springs Rancho Cucamonga • Camarillo <1DRIVE T w w a � J N O � o 0 0 a_ o WARING DRIVE I 111 INDIAN WELLS FIGURE 1 VICINITY MAP A9\ FRANK SINATRA COUNTRY YON DR. • PALM DESERT w a_ o w > ¢ w CLUB I DRIVE � } i w ' Z O J FALLS DR CL r s^ v ARK VIEW DR FRED WARING ?','✓_ OWN CENTER i DR s PROJECT SITE z z441 NDI,=` � Q r rVEL_S 74 4 QC ASL CONSULTING ENGINEERS Arcadia • Santa Ana • Palm Springs Rancho Cucamonga 9 Camarillo FIGURE 2 PROJECT LOCATION MAP AVml4rlry LILUI U.n //v rN,tl VX ��k I II xl loll II ...... ...... I YIIAII ; XI'),IN5)AllxnYJJ nl IInll J 5FI/I Vm III IY II IIIOXI XIXbd / I� ILIXIUJ d ..w.......�......r_.............. r�.. _ - .........._..... .....:. :mow.: . .RIMY I SUMMARY IANI)AREA fillip". IIFS,F)UI IVIIaIN(; ARIA )1),•YU.1 ,ANAW(i l'MOV11111I uw l,AI, I'ANAINIiYAlllll'Mr l\II1111 ,x' /11Y.1 ASL Consulting Engineers ' Arcadia • Santa Ana N Palm Springs Rancho Cucamonga X Carnarlllo FIGURE 3- SITE MAP I, .'ll•rllx ,. rrl A I'Nllll l' I Ilex USE SCRVICE 181,%VANY DSL COMMERCIAL CENTER I IIpL..q III A I u d W.n1^II I Isla• IW... 14 ant, I .rLbnrrl r The intersections along Highway 111 at Bob Hope Drive, Magnesia Falls Drive, Park View Drive, Fred Waring Drive and Town Center Drive are signalized. Bob Hope Drive - Bob Hope Drive is a north -south major thorough- fare extending from the I-10 Freeway south to Highway 111. This four lane roadway is fully improved in the vicinity of the project site. Bob Hope Drive has 100 feet of right-of-way and raised median. The estimated ADT is 5,200 vpd. Fred Waring Drive - Fred Waring Drive is an east -west fully improved arterial street extending from Highway ill to Indio Boulevard to the east. It is a four lane facility with raised median. In the vicinity of the project site Fred Waring Drive is 86 feet wide with 110 feet of right-of-way. Currently, it car- ries approximately 9,500 vpd. The intersection of Fred Waring Drive and Monterey Avenue is signalized. Park View Drive - Park View Drive is an east -west partially improved secondary roadway extending from Highway 111 easterly to Monterey Avenue. It is a four lane roadway without raised medi- an. Park View Drive is 64 feet wide with an 68 foot right-of- way. The estimated ADT is 2,400 vpd. Half of the street width lies within the City of Rancho Mirage. Rancho Mirage plans to improve the street in the future and extend it through to Monter- ey. The intersection of Park View Drive and Monterey Avenue is sig- nalized. Magnesia Falls Drive - Magnesia Falls Drive is an east -west secondary roadway providing access to residences east of Highway 111 and extending westerly to a dead end west of Joshua Road. The lane configuration of this fully improved roadway varies from two to four lanes in the proximity of the project site. The right-of-way width also varies. Magnesia Falls Drive carries an estimated ADT of 3,200 vpd. Town Center Drive -Town Center Drive is a north -south scenic secondary road providing access between Fred Waring Drive and SR Ill and serving the Palm Desert Town Center. The existing road- way is 82 feet wide or 100 feet of right-of-way. Monterey Avenue - Monterey Avenue is a north -south roadway that extends from Ramon Road southerly to Highway Ill. A partial diamond interchange exists at the I-10 Freeway. Monterey Avenue becomes SR 74, south of Highway ill. In the project site vicinity most of the roadway is an 86 foot wide arterial street with 110 feet of right-of-way. Monterey Avenue is fully improved south of Fred Waring Drive and partially improved between Fred Waring Drive and Park View Drive. The estimated ADT is 13,200 vpd. -5- 2.2 Existing Traffic Volumes Existing Average Daily Traffic (ADT) volumes and turning movement volumes were obtained from counts performed by Traffic Counts, Inc. in April and May 1989. These volumes have been incorporated into the traffic analysis and can be found in the Appendix. Existing volumes were multiplied by 26% to account for the sea- sonal variation in the desert communities. This factor was determined using data obtained from the Department of Transporta- tion on Highway ill seasonal variations. For the purpose of this report, ADT refers to Average Daily Peak Season Traffic Analysis and mitigation is being provided for that condition and is very conservative. Figure 4 shows existing non -adjusted turning movement volumes. Table 2-1 shows existing ADT's and peak hour volumes. The seasonal variation and growth rate used to adjust existing volumes is presented in the following sections. TABLE 2-1 EXISTING TRAFFIC VOLUMES FOR ROADWAY SEGMENTS Peak Season Peak Location 1989 ADT Peak Hour Volume ADT Hour Highway 111 37,000 3,113 46,600 3,700 Fred Waring to Park View Fred Waring Drive 9,500 777 11,570 960 Hwy 111 to Monterey Park View Drive 2,400a 189 3,000 240 Hwy 111 to Monterey Town Center Drive 6,850a 548 8,600 690 Hwy 111 to Fred Waring a Approximate value based on the assumption that the pp unp peak hour volume is 8% of the ADT. 2.3 Current General Plan The existing site was previously proposed for a hotel with some commercial land uses, zoned PC4 and S.P. Parcel No. 1 on the north half of the site will require a Zone Change and General Plan Amendment from tourist (hotel) land use to commercial for the proposed project. cm N� T Mn (AM) PM ASL CONSULTING ENGINEERS Uj Q W Uj W E— Z O M DR J��—I r22tsi) 39(ss) 21(15)�fr 39(40)1 n .. Nov � YNN N1�^ n N ^ ��520(4J5)) WARING DR J �1 1 39 71 117(123) 4 5(53a5M 1 r m C mo 0 m N fp FIGURE 4 Arcadia • Santa Ana • Palm Springs Rancho Cucamonga • Camarillo EXISTING TRAFFIC VOLUMES 3. TRAFFIC FORECAST 3.1 Related Proiects City staff provided a description of proposed projects within the study area which are expected to impact the roadway system. A large development is currently being proposed on the south side of Highway ill adjacent to Fred Waring Drive. The proposed use would consist of a major commercial/retail/office space complex. The other related project that impacts the site is the recently completed reconstruction of Highway ill from north of Bob Hope Drive to Town Center Drive. The California Department of Trans- portation widened this roadway to three lanes in each direction, constructed a raised median and performed signal modifications. 3.2 Traffic Volume Growth Rate Average daily traffic volumes on roads in the Palm Desert area have been growing steadily. A conservative growth rate of 7% per year has been assumed based on yearly ADT increases on Highway 111 south of Bob Hope Drive. The yearly ADT data was obtained from California Department of Transportation (CALTRANS) records. It will be assumed that this growth will continue to 1992 and that it reflects traffic generation from all development occur- ring during this period within the study area. 3.3 Trip Generation The proposed commercial center will include 168,900 s.f. of retail shopping space, 17,000 s.f. restaurant space, 20,000 s.f. office space and 12,000 s.f. savings and loan space. It was assumed that the characteristics of this commercial development approximate the characteristics of a shopping center for trip generation purposes. Trip generation for the project was estimated using Shopping Center (Code 820) from ITE Trip Generation, 4th edition. Based on the total building area of 217,900 s.f., the project is ex- pected to generate 13,141 trips per day. Table 3-1 shows pro- jected trip rates for the proposed commercial center. cm TABLE 3-1 PROJECT TRIP GENERATION RATESa (217,900 Square Feet Gross Leasable Area) Rate Trios Average Weekday Vehicle 58.93 13,141 Trip Ends (AWVTE) Peak Peak Hour A.M. Enter 0.92 204 Hour of Exit 0.40 90 Adjacent Total 1.32 294 Street Traffic Peak Hour P.M. Enter 2.11 420 Exit 2.38 531 Total 4.49 1,001 aITE Trip Generation, 4th Edition The above trip generation data is very conservative because pass - by trips were not used in the analysis. A Pass -by Trip is a trip that comes directly from the traffic stream passing the facility on the adjacent street system and does not require a diversion from another roadway. ITE Tri'p Generation, 4th edition, indi- cates that shopping centers of similar size would require a 25 percent trip reduction based on pass -by trips. 3.4 Trip Distribution Trip distribution for 1992 was estimated based on relative dis- tances to nearby points of interest such as Palm Springs Airport, the I-10 Freeway, College of the Desert and surrounding popula- tion centers. It is estimated that 50% of the traffic will originate from the I-10 Freeway/Rancho Mirage area to the north and 50% will originate from the Palm Desert/Indian Wells area. Figure 5 shows the regional trip distribution for the project study. 3.5 Trip Assignment Project trips were assigned to the local roadway network based on the distribution described above. Site trip distribution for 1992 is shown on Figure 6. Figure 7 shows the corresponding project trip generation. Figure 8 shows project turning movement volumes due to the trip generation. ':m 4. TRAFFIC IMPACTS 4.1 Roadway Capacities Roadway capacities for future conditions were determined by classification according to the Palm Desert Circulation Element. 4.2 Impacts to Off -Site Network Daily project traffic due to the proposed development is shown relative to estimated traffic at build out in Table 4-1. It can be seen that traffic increases between 14 and 34% are experi- enced. Figure 9 shows 1992 traffic volumes at project buildout. TABLE 4-1 ROADWAY VOLUMES AND RELATIVE INCREASES 1989 1992 w/out 1992 with % Location ADT Project Project Increase Highway 111 37,000 45,330 51,900 + 14% Fred Waring to Park View Fred Waring Drive 9,500 11,640 15,580 + 34% Hwy 111 to Monterey Park View Drive 2,400 2,940 3,530 + 20% Hwy 111 to Monterey -10- FRANK SINATRA 15%, 1970 TO I-10 COUNTRY TO PALM SPRINGS 25%, 3285 9�X PALM DESERT X%, ADT 10%, 1314 CLUB w Uj Uj DR. :: z O 0%, 5260 FALLS DR DRIVE Uj a a J 0 w w O o_ Y O O U CENTER 157., 1970 DR 13'5%, 4600 31 INDIAN WELLS ASL CONSULTING ENGINEERS FIGURE 5 Arcadia • Santa Ana * Palm Springs PROJECT TRIP Rancho Cucamonga • Camarillo DISTRIBUTION I Qw 10% b, 111W11L . . . . . . . . . . 4� w ............. ............. . ...... .... 2 5 -- - --- -------- 25% -J4-25% wl�174v J;F A 6*4WA� pPIOJF&T '3.101wo iwill )-rP.FDwAko-4A pklljt, rl"UIRU') 1,04� :?W, rp.Nipw 1,04.0 ASL Consulting Engineers Arcadia - Santa Ana - Palm Springs Rancho Cucamonga - Camarillo FIGURE 6 SITE TRIP DISTRIBUTION 0 (20)42/(1 (20)4 m 4 /• ILuMU'IbI�v,L r ua�a> 33 'y / Ylyl VV I l iii •� ENTER \ (204)420 I1: IMV,II 1uuo,I. EXIT UO) .,:. .. ....... 61033)-0— 61(133) A GoMMERGIAI. jN,Ylll 7-FODWOkA' jAL NI heSEtC(, eA. ASL Consulting Engineers Arcadia • Sanla Ana • Palm Springs Rancho Cucamonga • Camarillo �UMNWR'( NVIL , AMA Nlp /¢n'I IU Ixen4l rrsWgED PNVCIIG /poJlp5p FIGURE 7 'K%J(20)42 )63 / (32)63 10)21 ,. tN�wler. ��' or�•�v�CL. PROJECT TRIP GENERATION 218,7a+ rF 3.IU/IOA� I,o.(q fi{NA�i I,oAo %f^Lp� W a_ O 2 m O �� w m �nN 5 > FP ^ LLI sSrI62J PGr\ � J pw 0 ,t N J L26(5) PARK VIEW DR J \, 67(12) J 'o.. 13(2), J N M FRED WARING DR 105(52) 13(2) J 93(16)— N 9r3J G�� " L 7(1) \ �\ l� r46(8) S) N= »i EL PASEO RD (AM) PM ASL CONSULTING ENGINEERS FIGURE 8 Arcadia • Santa Ana • Palm Springs PROJECT TURNING MOVEMENT Rancho Cucamonga • Camarillo VOLUMES f Noz fz W 0_ O 2 m M Q� 5 n � A N L41(47) g(14) r16 22 r2�T 2r�OF��PG� i t 9(2a)J , d, 34(45)1 mm� n ^o s bNN n r, (_94C9(74) r3t031) PARK 'AEW DR �370(329) PASEC RD J+L )5(67) J 21(15) tts(13=) 625(4r7) 1E (AM) PM ASL CONSULTING ENGINEERS FIRGURE 9 Arcadia • Santa Ana a Palm Springs TRAFFIC VOLUMES AT Rancho Cucamonga • Camarillo BUILD OUT 4.3 Intersection Capacity and Levels of Service To determine.the adequacy of existing and future intersection capacity with regard to the proposed project, capacity analyses were conducted using the 1985 Highway Capacity Manual, Report 209. For signalized intersections, this methodology utilizes delay as the basis of level -of -service (LOS). Level -of -service is described from "A" to "F" where LOS "A" is related to the least delay and greatest reserve capacity and LOS "F" is much delay and no reserve capacity. Normally, LOS "C" is considered acceptable for rural conditions while LOS 'IF" is unacceptable. For urban conditions such as Palm Desert, LOS "D" is considered acceptable. City Staff has advised ASL that a level -of -service "C" will be required for peak hours as a matter of City standard. Table 4-2 shows levels of service for the various intersections. Intersection I Hope Drive/SR 111 Magnesia Falls/SR 111 I kview Drive/SR 111 Fred Waring Drive/SR 111 n Center Drive/SR 111 I kview/Monterey Fred Waring Drive/Monterey �.,C) Level of Service TABLE 4-2 INTERSECTION LEVEL OF SERVICE SUMMARY 1989 1992 w/o Project 1992 w/ Project AM PM AM PM AM PM (0.300)C (0.498)C (0.704)C (0.657)B (0.344)13 (0.277)B (0.633)C (0.535)C (0.770)D (0.702)D (0.520)8 (0.495)B (0.813)D (0.760)D (0.513)C (0.617)C (0.859)C (0.806)C (0.424)3 (0.340)B (0.694)D (0.573)C (0.964)E (0.903)E (0.640)B (0.615)B (0.996)E (0.921)E (0.399)C (0.733)C (0.874)C (0.855)C (0.611)C (0.553)C (0.714)D (0.624)C (0.973)E (0.956)E (0.657)C (0.702)C (1.004)E (0.974)E V/C Increase AM PM 0.044 0.015 0.187 0.02 0.009 0.017 0.008 0.116 0.048 0.213 0.051 0.053 0.087 0.053 -16- As can be seen from Table 4-2, only two intersections suffer from inadequate levels of service "D" or under. They are Town Center Drive/SR 111 and Fred Waring Dr./Monterey Avenue. Town Center Drive/SR 111 will experience LOS "E" in 1992 without construction of the project, its LOS remains "E" after project buildout with a 5% increase in V/C ratio. Fred Waring Drive/Monterey Avenue experiences similar LOS and increase in V/C ratio. Both these locations are not significantly impacted by the project according to our analysis. Mitigation measures have been recommended at Fred Waring Drive and Monterey Avenue to alleviate some conges- tion. Site entrances were also analyzed for operational LOS. The main entrance at SR 111 experiences LOS "F" under peak conditions when left unsignalized. Under signalized conditions, LOS "A" and "B" were obtained during A.M. and P.M. peak. The State Traffic Manual notes warrants for justification of a traffic signal based on Estimated Daily Traffic Volumes. Review of those warrants indicates a signal is needed at this location. The analysis can be found in the Appendix. 4.4 On -Site Circulation and Access The preliminary site plan dated 6/28/89 has been reviewed for on -site circulation and access consideration. The following improvements should be made to mitigate potential impact. 1. The main entrance on SR 111 should have two lanes exiting the site and be supplied with a northbound right turn lane and a southbound median left turn lane into the site. 2. The secondary entrance on Parkview Drive: should be clearly marked as a service entrance. 3. All other entrances should be signed with stop signs (R1). 5. MITIGATION MEASURES 5.1 Recommended Improvements The following improvements are recommended to mitigate negative impacts of the proposed development at full build out. 1. Contribute to a "fair share" fun to improve the half width of Parkview Drive to its ultimate width between SR 111 and Monterey Avenue. This project contributes a 20% increase in traffic on Parkview Drive. 2. Signalize the main entrance of the site on SR 111 and provide a median left turn bay and a right turn deceleration lane (both 10' wide). This signal should be fully actuated and interconnected with other signals on SR 111 in the State system. -17- 3. Make the following improvements to the intersection of Fred Waring Drive and Monterey Avenue. a. Add a 14 foot wide thru/right turn lane to the eastbound approach. b. Increase the westbound thru/right lane to 14 feet in width c. Increase the southbound thru lane to 12 feet and add a 14 foot wide right turn lane on that approach The subject project should contribute to a fund for these improvements based on the 34% increase in traffic experienced by this intersection. S. Conclusion This report has analyzed the impacts of the proposed commercial center on the surrounding transportation system. Mitigation measures have been recommended to alleviate significant operational deficiencies occurring due to the project specific traffic. Based on very conservative assumptions, the.subject project will increase traffic on the system by 14 to 34%. The recommended improvements will mitigate project specific negative impacts. -18- Appendix -19- signalized Intersections The most dramatic change in the 1985 HCM is in procedures for signalized intersections, which differ substantially from those of the 1965 HCM and go considerably beyond those published in Circular 212 in 1980. Signalized intersections are the most complex points in any traffic system, and procedures reflect this complexity. The 1985 HCM treats a broader range of variables in greater depth than any previous analysis technique for signalized intersections. This summary can only scratch the surface of the subject and point out some of the highlights of the new methodol- ogy. A. Basic Approach The methodology adopted for the 1985 HCM is based upon critical movement analysis. Critical movement analysis focuses on the identification and analysis of those movements in particular lanes or groups of lanes which control the requirements for green time allocation. Once critical movements are identified and provided for, all other movements will operate as well or better. Critical movement analysis is not new. Bruce Greenshields studied and calibrated critical movement relationships as early as the late 1940's. He did not, however, apply critical movement analysis to capacity computations - he used the same approach to time signals. It is important to note that capacity analysis computations for signalized intersections are reciprocal to signal timing computations. In the former case, the signal timing is known, and the LOS for known traffic and roadway conditions is computed. In the latter, known traffic and roadway conditions are manipu- lated to find a signal timing which will provide for a given LOS. If the same methodology is not used for both types of computa- tions, the results of signal timing and capacity analyses will be inconsistent and difficult to explain. The 1985 HCM is struc- tured to allow both types of computations. 1705.001 B. Levels of Service Very early in the process of developing the 1985 HCM, delay was adopted as the measure for intersection LOS. As the analysis procedures developed, it became clear that use of delay, while theoretically satisfying, led to considerable computational difficulties and to basic changes in the meaning and interpretation of level of service. The 1985 HCM defines level of service for signalized intersections as follows: LOS A 5.0 seconds LOS B 15.0 seconds LOS C 25.0 seconds LOS D 40.0 seconds LOS E 60.0 seconds LOS F 60.0 seconds These criteria refer to average stopped delay per vehicle during a 15-minute analysis period. Delay is a very complex measure which depends upon a number of factors. Research has indicated that delay depends primarily on the following four factors, listed in order of decreasing importance: 1) quality of signal progression 2) cycle length 3) green times 4) v/c ratios LOS F no longer automatically indicates oversaturation. It merely depicts delay over 60 seconds per vehicle. This level of delay can and does occur at v/c ratios as low as 0.80-0.85, where signal progression and timing are inefficient. Thus, for intersections, level of service F DOES NOT always signify a breakdown or a case in which demand exceeds capacity. Because of these characteristics, the 1985 HCM emphasizes that capacity and level of service analyses of signalized inter- sections are somewhat independent of one another. Analysis of both v/c ratios and delay levels is required to get a full picture of intersection operations. 1705.001 C. Operational Analysis This procedure evaluates a broad range of factors affecting operations, falling generally into three categories: geometrics, signal control, and traffic. Geometric factors include the number and use of lanes, lane widths, grades, location of bus stops, and similar factors. Control variables involve the type, phasing, and timing of the traffic signal. Traffic factors include the usual composition variables, parking activity, pedestrian crossing flows, and vehicular flows by movement. The 1985 HCM requires more detailed data than previous analysis techniques. Some of the additional information now required includes: 1. Pedestrian flows in all crosswalks. 2. Number of parking movements per hour into and out of parking spaces within 250 ft. of the intersection. 3. Arrival type for each approach. Five arrival types are defined and are used to evaluate the quality of progression. Dense platoons arriving at the beginning of the RED phase is the worst case; dense platoons arriving at the beginning of the GREEN phase is the best case. 4. Percent grade on all approaches. Because of the large number of input variables needed to conduct an operational analysis, the manual provides a tabulation of default values for many of these which may not be readily available from data. Key values, however, such as the arrival type, must be evaluated in the field or projected. E. Planning Analysis The 1985 HCM does provide a planning analysis technique for intersections which is considerably less complex than the operational analysis procedure. There are no adjustment factors, and details of signal timing need not be known. Because of the simplicity of the procedure, however, it yields only a gross estimate of whether or not demand will exceed capacity. It does not yield delay or level of service evaluations, and should only be applied to general analyses of future intersections. 1705.001 Unsignalized Intersections A methodology is provided to analyze the capacity and operations at two-way STOP- or YIELD -controlled approaches. Information on the capacity of four-way STOP -controlled intersections is also provided. The basic methodology was developed in Germany in the early 197O's, and was originally translated by the Organization for Economic Development. The procedure has not been extensively validated in the United States, and no U.S. data base was avail- able for calibrations. The method is based upon a strict priority order of gap utiliza- tion at STOP- or YIELD -controlled approaches: 1. Right turns from the minor street. 2. Left turns from the major street. 3. Through movements from the minor street. 4. Left turns from the minor street. Right turns from the minor street merge into gaps in the right- hand lane of the major street. The movement is relatively sim- ple, and does not impede other vehicles seeking to use the same gaps. Left turns from the major street seek gaps in the opposing major street flow. While waiting for such a gap, they are generally positioned in the middle of the intersection, preventing lower priority movements from using any available gaps until their maneuver is completed. Through vehicles from the minor street must cross through the entire major street flow. The through vehicle impedes an oppos- ing left -turning vehicle from the minor street, which follows a conflicting path. The left turning vehicle from the minor street faces the most complex movement. Gaps must be sought in the entire major street flow, and conflicts with opposing through vehicles must be avoid- ed. The priority of gap utilization is important. Large volumes of left -turning vehicles from the major street, for example, could use so many of the available gaps that lower priority movements become congested, facing a capacity deficiency. Computations are done in order of movement priority. Thus, right 1705.001 turns from the minor street are analyzed first, followed by major street left turns, minor street through movements, and minor street left turns. This allows an evaluation of the impact of higher -priority movements on lower priority movements. Capacities for each movement are estimated in three steps: 1. Potential capacity is estimated. Potential capacity assumes that each movement has use of an exclusive lane, and is able to use all available gaps in the major traffic stream. 2. Movement capacity is estimated. Movement capacity accounts for the impact of impedance.of high -priority movements on low priority movements. 3. Shared -Lane capacity is estimated. Shared -lane capaci- ty accounts for the sharing of lanes by various minor street movements. Potential capacity is the result of two factors; the traffic volume through which gaps must be found (conflicting volume), and the critical gap size. Critical gap is the median gap size (in seconds) which would be accepted by a vehicle in a particular movement. Conflicting volume varies depending upon the movement, with the minor street right turn facing the fewest conflicts and these minor street left turns facing the most. The critical gap required increases as the complexity of the movement increases, as the speed of major street traffic increases, and as the width of the major street increases. STOP -controlled approaches also involve slightly higher critical gaps than YIELD -controlled approaches, as all vehicles are starting from a standing condi- tion. Note that conflicting volumes are computed in mixed vph while potential capacity is expressed in passenger car equivalents. Volumes are converted to pcph using a table of pce's reflecting the impact of grade and traffic composition. Potential capacity is converted to movement capacity using a series of impedance factors. Each impeding movement will reduce potential capacity, and each is represented by an impedance factor. Shared -lane capacity is computed from the movement capacities of the various movements sharing a lane. 1705.001 Level of service is related to "reserve capacity," cr, which is computed as the shared -lane capacity minus the lane volume. Levels of service are related to reserve capacity as follows: LOS A 400 pcph LOS B 300 pcph LOS C 200 pcph LOS D 100 pcph LOS E 0 pcph Levels of service are presumed to be loosely correlated to delay. The procedure, however, does not allow for a precise quantifica- tion and cannot be compared with the results of a signalized analysis. The .results of an unsignalized intersection analysis are somewhat less definitive than for other procedures in the manual. The HCM recommends that delay studies be included as part of the normal field data collection efforts to augment computational analysis for unsignalized intersections. This will allow more precise quantification of operational quality. Source: An Executive Overview, 1985 Highway Capacity Manual, ITE, 1986 1705.001 m fro Cl) G rn G W Ii m �I v t c\ v A 01 -�1 Ul Cn Ul 01 m W Ul O1 Ul W, W A W N r Y Y Y r N r ZC., 3 rn -G y D ';; UlW UlO o0U7O Or W kDO)Cn UINU YO AONO�INY co NAA W A W AYONi co W Ul U7 -j m Y ON .1 0 y �rrl z1 G J G T T 3 ,O co v Ol O) `l v UI Ol --j -! O v m to _I \o w -1 A U7 W W N r r r N r r 11 zzt rn O rn r it NIo NUI m Ib Ul O to Ui ii.l O N Ln W WUI UI UI UI\o 01A W 10m W NUI AANY YN W W NNN 01N W W OIgw II O y 03 a D i n o � - a) am cl � _�uco ., :a . rn n w c-, -1 r h n iI - N I.I YY1--� r YYYr Y r rrYYY Y YYr C �1 �' C - N W U7AAin A NY W NN W Aw NN UI W Y-J 10 �I Ln N) W N Y W YY Y NI A YA I O jI �1 N --I r Ul m O O Io m (al to O O 01 U7 07 m Y tD Ul r 01 Y Ln O W Ul O1 10 I co VI Ul N N U7 O O Ul �I Y H a cn c n � a n oO000OO00000000000O0000 o0.oOoorrrr� YF" z I-`YF`rr0000OO.o Y YY O O O OID to lO W0] W W r V 1-1 C101011T Cl)Ul U UI AAAA W W W w NN NNYr YY NJ NNN .� Z A W r O A W..Y O w A W Y CD W r CD W 1-1 0 lri W I-, CD w W Y O A W Y O A W 'Y O A W Y O A W Y O A W Y O y Tl UlO U1O[nO UIO U1OCn OillO U1O V1'O (.n OCnO to OUlO U7O UlO U7O UIO U7 O.illO(nO U1ONOU1OUI O. TI 1 I I 1 1 1-1 1 1 I11 I I I 1 1 1 I I I I t I 1 I I I I I I I I I I 1 I I I I I 1 I I I I i I oa YYYrYI--rYYY00000000O00000000000000OOocm) oO0000000rYr "ll k, !1 N Y Y r Y 0 0 0 0 \o 'A to \0 N O O7 00 -1 v v J O1 01 O1 O1 UI.UI Ul Ul A A A W W W W N N N N Y Y Y r N N'N I O A W Y O A W r O A W Y 0 A W Y O A W Y O A W r O A W r O A W Y O A W F O. w Y 0 A W r O A W Y ocnocnocnounocnocnocnocnocnocnocnocnocnourloinocnocnocnoulocnOcnocnoulocn�j 3 3 W 1 1 ti a N PI)W W N N W W A A A W W U1 A -1 mA m0% m l r1 10 W 10 `1 10' W Ib to m O� 'I W t -11 coOJ I v O co .l to ij Z e� .r 3 h O li N O N W O 1D m A W IV A 3a to W to N A Q Ul N co 01 m m O1 Ul 01 Ul N to Y O Ul \0 co N to 1- m A 01 N A Ul O -4 (n ti rn I'll 3 I hW i �1 II czrTI (7N l'- Y Y Y Y r j cz r-n 70a G01 II 1- 1-- N Y N Y r N Ul lD NAAA W W AIn Un m i11 Im �o �I O Y O l010 co O OJY%o O tD%D Olo to W im *m C:)-I Z 1 j (n-0 GOJ 11 NY r co O NA �! O1 rl 10r ill W Ul to AA ONl O rA t0 W ON Y00 to A UlM w W a%N O W YA W l v,o Mil 70 v a ti G-GY z OD a � h � it n y Ul W Y N N Y Y r Y Y N Y N Y Y Y Y Y r Y r Y Y r Y C NO II N W AAAAA UIw W 010003 W O1 110O NN O W A mU1 CIO W wcA O)�IO NO V wlo-4 Ln Ql oI Un co m! Z Z, . O W AY W r1D 01A Ul Ul W W A V-,l to ✓o t W co W Ul W NUINU W QIA A Ol A10 W co UIONPI) N O•JW 1D co W I h TRAFFIC COUNT SUMMARY - HOURLY TOTALS CITY : PALM DESERT STREET NAME: FRED WARING DR LOCATION : E/O HIGHWAY 1.11. TIME EAST BOUND 12.00 AM > 48 1.00 ---._..... __=..____> 34 2:00 ........ _.... .... _..._.. -- -- =_ _-=---> 20 3.00 - — — a:00 ----- -- > 15 5:00 ............... - - - 6.00 109 7,00 > 186 8:00 -- -- - __ > 220 9.00--- 10: 00 - -- - ---- 11.00 ---- __:-_,-:_:-_ ---__> 289 12:00 PM -._..__--.._....._._..----._.. 1: 06 -- ------ __--_ -_=> 297 2.00 - ----- - _..._.... __-_--_> 338 3,00 -- -- - -==-__�> 365 4.00 - ------ WEST BOUND 40 13 --- 30 6 15 50 154 298 301 381 399 -_ > 348 382 5:00 __........ ..... ...... --- - - _--__-_> 383 394 6: 00 - - - - — — - - ----- ____--==-_ > 241 302 7.00 ---- _:_:_:::::_____- > . 238 8.00 ...... ..... . ...... _._ __> 159 9.00 -- — ____=_____-_— -> 142 10:00 - - _..... _.._.... > 121 11:00 - -- _---- -_-:_— —__> 77 214 ----16 2 -- --- 2 2 3---- 73 62 - ..._.._....- --- - - - - - -- - 4,479 5,049 PREPARED FOR: ASL CONSULTING ENGINEERS DATE: 11 APR 1989. DAY : THURSDAY TYPE: DIRECTIONAL TOTAL %' OF COUNT TOTAL 88- 1e 47 0% 50 10 14 0� 30 83 263 484 521 530 . ........... ............ ..........--- 533 577 ----._....... ................ 672 632 -- -719 -- 764 730 -----.......... ..... 7..7 -- 543 ----- 452 321 ------3 6 5 --- 194 139 9,528 60 6% 60 7% 70 80 TRAFFIC COUNT SUNNARY — PEAK AND VOLUME PERCENTAGES CITY : PALM DESERT DATE: 11 APR 1989 STREET NAME: FRED WARING DR DAY : THURSDAY LOC,1TION E/O HIGHWAY Ill TYPE: DIRECTIONAL PEAK HOUR, TINE COUNT o OF TOT,1)L EAST 60UNO AN 6,30 TO 9.30 245 3 % N.ID —Oil Y 1,45 TO 2:45 340 4 % PM 4,30 TO 5:30 403 4 % WEST BOUND AN 7:30 TO 8:30 342 4 % M10-014Y 1,45 TO 2,45 376 4 % PH - 2:45 TO 3:45 410 4 % HOURLY TOTAL VOLUME AN 7:30 TO 6:30 545 6 % MIO—DAY 12:00 TO 1,00 672 7 PH 4: 45 TO 5, 45 808 8 PERCENTAGE 6Y DIRECTION OF TOTAL COUNT EAST BOUND 4,479 47 % WEST BOUND 5,049 53 % 9,52.8 100 TIME TABLE ,ei# — 6, 00 AN TO 10, 00 AM MrD-0,4Y — 10,00 AN TO 2,00 PN Ply — 2,00 PN TO 6 00 PH PR^EPAREO FOR: ASL CONSULTING ENGINEERS TRAFFIC COUNT SUMMARY - HOURLY TOTALS CITY : PALM DESERT DATE: 1.1 APR 1989 STREET NAME: HIGHWAY 111 DAY :'TUESDAY LOCATION : BET FRED WARING DR/PARK VIEW TYPE: DIRECTIONAL TINE NORTH SOUTH TOTAL .9 OF BOUND BOUNO COZINT TOTAL 12;00 AN 106 132 238 1% 1:00 ---- ^ __._..._= == _-_> 89 67 156 0% 2,00 ... -........... _ ---- ... - --- ---......_._..._-. _ ====:==_= ---- -�__> 42 54 96 0% 3.00 ===_-- > 25 32 57 0% 4.00 -.-.. -_:. __.- ......... _. > 39 32 71 0% 5.00-- ___ _---> 148 87 235 1% 6: 00 -------- -- - -- -- ---- =- - -__> 430 349 779 2 % --- -_-=> 874 607 11481 4 8.00 ------ = --- -- - -- -- -.: ___--> 951 942 1,893 5% 9.00 -- _ - -- -- -_-__ -> 995 1,038 2,033 6% 10. 00 --..._..___........ - - -- > 1,142 1,242 2,384 6% 11: 00 -- --- -------- -- --- -- - -=-___=> 1,345 1,369 2, 714 7% 12.00 PM .......... ......... -.... --- =-._ ...... ----- --------- -- ..... ._..__ - > 1,417 1,648 3,065 8% 1.00 _............... _ _--> 1,417 1,603 3,020 8% 2.00 ----- --- -------- ---------------------------- _-_ _ > 1,630 1,233 2,863 8% 3.00 ------- - - - ---............ -- -_ ___---=> 1,669 1,444 3,113 8% 4:00 --- -- - -___�_> 1,491 1,470 2,961 8% 5.00 =-=---- =-=�_> 1,294 1,221 2,515 7 0 6.00 --5% -_ --> 1,048 950 1,998--- 7.00 _.... .... -- - --- ---- - - ----- .._........_.... ---- ___==-___===> 797 786 1,583 4% 8:00 - --- -- --.._ ---- ........_._ -> 603 577 1,180 3% 9:00 -..- - - - -- ------ - -- _�_---> 607 461 1,068 3% 10: 00 -- _ -- -- - --- - - ---> 360 370 730 2 % 11.00 - ------ - ---- --> 226 263 489 10 18,745 17,977 36,722 PREPARED FOR: ASL CONSULTING ENGINEERS a Ij t* Z nCri(j i '� Il) Y i� N ual W W W W N N N N N N N N N N N N N Y Y Y - C -b 2 tO 01 In N p 0 01 N A Ol W A �" N (Jl A J N Y :.n Vl Y m m tli A W Y Y Y Y Y N N �- N N Ili N W 'j }� y a rn 3a. Ql ;1 o un J A t0 w \O Y co m A J w J MD uO J Y J N WAY m N O N O O O to OD A (n :a J co m t0 Y w to m O un W mrn y d Z 4 ' moo' c _0 p 1I 03 Jp W W W W W W W W Ili PI) NPI) NPI) NN Y Y Y 1— ( r` c m'ti Ln A A A A Y O Y O J N m J un Y N.A <0 w N m Y Y m m W Y Y Y Y Y Y Y Y Y Y Y Y Y ,V N W A W t "1 -1 1 Y I Y W O in to unAAA m O m Y to ml Oo1 OD W JY\oN QI�oNJ W IO o% OOA CO YJCDM un W M W YA unN i Z S m q T L Cn 70 q O m { I,i n Ym Z qY �_ I 0 Z7 Y' Ui Ol J mm m M Ln U'I a A (n W A A A A A W W N N Y Y l f W II. AO'.o 0101 O mNN�lON J A m tO �� W Y oINN W to QiANN YYY Y Y YYN Y W W W W AA Ul o1J a Z 1 J I. O m J to m co W Ul N N A Ln Q m Y m 10 W \o 0 to .A W W A J m io w up m W m A to m m Ul m m (1 m un w Y to OD O I� I\ C) r-( Z � _ 1 a m z a q 1 YY Y J-Y1'..Y Y o0000000u7 o 0000000000000000000000000 oYYYY Z ;V .. Y Y Y Y 000010 u0 lO IO m co co OD J JJ J 01 m oN o\ Ul un un un- AA.a W W W wNNNNY Y Y Y fV N NN Z A W Y O � w Y 0 A W Y 0 A W Y O A W Y O. A W Y O � W Y O A W Y O A W Y O A w Y 0 A W Y 0 A W Y 0 ,71 Ln co unOLnOunOunOunOunOunOunO unOU7Ou-iOunOunOunOU O unOunOunOunOunOunOUlOunO m 1 I 1 1 1 1 1( 1 I I( 1 I I((( 1 1(( 1(( 1 I i l(( I(( I(((((( I( 1 �u YrYYYYYYY000000000o0000o00000000000a000000000YYY rtl m Cl) NY Y Y'r- 0000 �o io to to co m m m J J JJ m T m m un un un Ul.s AAA W W w'W NNN NI--'Y Y YN NN g O A W Y O A W Y O A W Y O A W Y O A W Y O A W Y O A W Y O. W Y O" W Y O A W Y O. W Y O A W Y O U O un O Ul O Ul O un O Ul O W O Ul O un O un O.un O un O u.77 O (J7 O In O Ul O Ln O Ln O un O un O Ul O Ul O un O un Y N . C;o Z I� Q -S Ln YY Ni--+Y Y Y Y Y Y NY NNNN W N W W W ww W AAAAAAAw W W w W W W W W W Z�b y fl cn i W J A J J J m ro cn cD A m w A Ol m Y m Y W A m 0� Ul N Y A Lnm o 0 Y Y w Ut o w J N m A cn M A m w �; Z y .� a s �D. u AY M un Y IL) mNY W.NY Aun W 1-W 1-(nOD CDJ'.O N'.O IO O M A Ln W lO N W JJIO YU U COA O1�AA O10 . O Z a �y ti m o cz, 4 'ZD mY Y Y Y Y Y YYY N N YN N N N N W W W W W W W W W W W w W NJ W AA W unS w W i e= rr, m q I� C0\ 0\ A un m W in N CDun of Y to A m Y A N A o\ A to 0 01 un A A d \o . i- un O W M CO J '.O Y CDLO N un m m m CO m A r; Z ti 3> ;a Z { y � Y Z co a m w (v O1A t (`�ti Jun YF-'YYYNYN W NN W NN W W A W AAAAUlun0101mm-iJJJ J J J m J0l01JmJJ\0JJo1 Nm lD NY M un JY wY W JOm co O o�YlDY un m Co mom W N IOA AO\ olmmJ00 m Ol00 un un Oun W J II Z a N � Out Y wAAON0 �W Omw A Lnun un YN uo J un J W W A(n m of mu0 un to In AmN Ulm Oho A J NIV CO W 1 M1 ti ill 3 Z C 4 O a n y TRAFFIC COUNT SUNNARY - PEAK AND VOLUME PERCENTAGES CITY : PALM DESERT 0,4TE: 11 APR 1989 17R£ET NAME: HIGHWAY 111 DAY : TUESDAY LOCATION. : BET FRED WARING RR./PARK VIEW TYPE: OIRECTION.,4L PEAK HOUR TINE COUNT s OF TOTAL NORTH BOUND 14f+1 9: 45 TO 10,45 1,041 3 % /110 -oil Y 1:45 TO 2:45 1,49,9 4 % - PH 2:45 TO 3:45 1,726 5 % 601ITH BOUND AN 9:45 TO 10:45 1,197 3 % - NI0-0,4Y 12:45 TO 1,4.5 1,779 5 % PH 3:45 TO 4:45 1,479 4 % HOURLY TOTAL VOLUME - AN 9,00 TO 10,00 2,033 6 % NI0-014}' 12,45 TO 1:45 3,222 9 % PH 2:45 TO 3:45 3,156 9 % PERCENTAGE BY DIRECTI^N OF TOTAL COUNT NORTH BOUND 18,745 51 % SOUTH BOl/ND 17,977 49 % 36,722 100 % TINE T,48Lc AN - 6:00 AN TO 10:00 AN NID-DAY - 10,,00 AN TO 2,00 PH PM - 2:00 PM TO 6:00 PH PREP,-9RED FOR. ASL CONSULTING ENGINEERS TRAFFIC COUNT SUMMARY - 15 MINUTE COUNT CITY PALM DESERT, NORTH -SOUTH STREET : HIGHWAY 111 EAST -WEST STREET PARK VIEW DR TYPE INTERSECTION TURNING MOVEMENTS N 0 R T H 8 0 U N D TIME RIGHT THRU LEFT �7:15 AM 1 209 0 -7:30 0 226 0 7:45 1 271 0 9:00 0. 285 0 TOTAL 2 991 0 9:15 AM 0 305 0 8.30 0 298 0 9:45 0 278 0 9:00 1 273 0 TOTAL 1 11.54 _ 0 4.15 PM 1 283 1 4.30 1 296. 0 4:45 2 301 1 5.00 1 316 2 -OTAL 5 1196 4 -5:15 PM 1 320 1 5.30 1 309 0 5:45 0 301 1 -5:00 2 292 1 OTAL 4 1222 3 -R TOT 12 4563 7 r S 0 U T H B O U N D RIGHT THRU LEFT 0 .216 29 0 252 26 0 245 28 1 248. '29 1 961 112 2 261 32 1 268 - 30 0 270 29 0 253 27 1 281 9 2 283 11 3 290 10 10 306 14 16 1160 44 13 311 10 10 302 9 5 290 11 4 294 13 32 1197 43 52 4370 317 DATE 04 APR 1989 DAY TUESDAY E A S T B O U N D RIGHT THRU LEFT 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 1 0 2 1 1 2 0 0 2 1 0 3 1 1 5 3 2. 12 1 1 3 0 1 2 0 1 2 1 1 2 6 7 23 W E S T S O U N D RIGHT THRU LEFT 10 0 0 8 0 0 11 0 1 15 0 0 44 0 1 21 0 0 18 0 2 15 0 1 16 0 0 70 0 3 19 1 1 15 0 0 20 1 2 21 2 0 75 4 3 17 1 0 15 0 1 18 1 0 14 0 1 64 -- 2 2 253 6 9 PREPARED FOR :ASI- CONSULTING ENGTMEERS TRAFFIC COUNT SUMMARY - 15 MINUTE COUNT CITY : PALM DESERT NORTH -SOUTH STREET : HIGHWAY'111 EAST -WEST STREET : PARK VIEW DR TYPE : INTERSECTION TURNING MOVEMENTS IME 9OO AM 915 830 945 r OTAL N 0 R T H B 0 U N 0 RIGHT THRU LEFT 0 285 0 0 305 0 0 298 0 0 278 0 0 1166 0 P E A K H 0 U R R E P O R T S O U T H B 0 U N 0 RIGHT THRU LEFT 1 248 29 2 261 32 1 268 30 0 270 29 4 1047 120 04TE : 04 APR 1989 DAY : TU_SDAY E A S T B 0 U N 0 RIGHT THRU LEFT 0 0 0 0 0 0 0 0 1 1 0 0 1 0 1 W E S T B 0 U N 0 RIGHT THRU LEFT 15 0 0 21 0 0 18 0 2 15 0 1 69 0 3 PREPARED FOR: ASL CONSULTING ENGINEERS TRAFFIC COUNT SUMMARY - 15 MINUTE COUNT CITY ; PALM DESERT NORTH -SOUTH STREET : HIGHWAY 111 EAST -WEST STREET : PARK VIEW DR TYPE : INTERSECTION TURNING NOVENENTS N 0 R T H B O U N D INE RIGHT THRU LEFT 4:45 PN 2 301 1 5,00 1 316 2 5:15 1 320 1 5:30 1 309 0 OTAL 5 1246 4 P E A K H 0 U R R E P O R T S O U T H 8 0 U N D RIGHT THRU LEFT 3 290 10 10 306 14 13 311. 10 10 302 9 36 1209 43 DATE 04 APR 1989 DAY : TUESDAY E A S T 8 0 U N 0 RIGHT THRU LEFT 1 0 3 1 1 5 1 1 3 0 1 2 3 3 13 W E S T B O U N D RIGHT THRU LEF7 20 1 2 21 2 0 17 1 0 15 0 1 73 4 3 PREPARED FOR: ASL CONSULTING ENGINEERS i I ' TRAFFIC COUNT SUMMARY - 15 MINUTE COUNT CITY : PALM DESERT NORTH -SOUTH STREET : BOB HOPE DR EAST -WEST STREET : HIGHWAY 111 TYPE : INTERSECTION TURNING MOVEMENTS N 0 R T H B O U N D TIME RIGHT THRU LEFT 7:15 AM 30 151 1 --7.-30 36 168 0 7,45 35 21.6 0 'B:OO 49 209 0 TOTAL 1.50 744 1 8:15 AN 54 184 0 8.30 57 179 1 •' 6.45 49 163 1 9.00 52. 159 1 TOTAL 212 685 3 4:15 PM 73 243 21 4.30 78 252 11 4:45 72 266 5 5.00 79 2.69 6 DTAL 302 1030 43 5,15 PH 76 273 7 5.30 68 265 6 r5:45 70 270 2 ---6:00 63 248 f OTAL 277 1056 16 R TOT 941 3515 T63 S O U T H 8 0 U N 0 RIGHT THRU LEFT 0 146 4 0 155 5 0 '157 6 1 163 5 1 621 1 175 0 165 1 151 1 156 CAEN M-1fi 2 203 3 2.11 2 219 2 226 �M*116 1 255 2 263 2 245 2 221 7 `984 20 3111 20 4 5 4 5 18 19 23 24 27 29 26 25 27 107 238 DATE 05 APR 1989 DAY : WEDNESDAY E A S T B O U N D RIGHT THRU LEFT 0 0 0 0 0 2 1- 1 1 2 0 1 3 1. 4 W E S T 8 0 U N D RIGHT THRU LEF7 4 1 55 5 0 43 6 1 39 4 - 0 36 19 2 173 1 1 0 5 1 60 1 1 1: 6 0 63 0 1 1 4 1 54 1 1 1 5 0 52 3 4 3 20 - _2 229 0 0 0 5 2 59 0 1 0 7 1 63 1 1 1 5 1 68 1 1 0 4 0 65 2 3 1 21 4 255 1 1 1 10 2 63 1 2 1 8 2 61 1 2 1 7 1 53 2 1 2 8 0 58 - 5 6 ----5 3 3-----5 - 235 13 14 13 93 13 892 PPFPdPFn FnP •AQI rnhiSlll TTAIf_ FAIGTh1r7PPC TRAFFIC COUNT SUNNARY - 15 MINUTE COUNT CITY : PALM DESERT NORTH -SOUTH STREET BOB HOPE DR EAST -WEST STREET HIGHWAY 111 TYPE ; INTERSECTION TURNING NOVENENTS N 0 R T H 8 0 U N D INE RIGHT THRU LEFT 7:95 AN 35 216 0 8:0O 49 209 0 8:15 54 184 0 8:5O 57 179 1 )OTAL 195 7-88 1 P E A K H 0 U R R E P O R T S O U T H 8 0 U N D RIGHT THRU LEFT 0 157 6 1 163 5 1 175 4 0 165 5 2 660 20 DATE 05 APR 1989 DAY WEDNESDAY E A S T B O U N D RIGHT THRU LEFT 1 1 1 2 0 1 1 1 0 1 1 1 5 3 3 W E S T R O U N D RIGHT THRU LEF7 6 1 39 4 0 36 5 1 60 6 0 63 21 2 198 PREPARED FOR: ASL CONSULTING ENGINEERS TRAFFIC COUNT SUMMARY - 15 MINUTE COUNT CITY : PALM DESERT NORTH -SOUTH STREET BOB HOPE DR EAST -NEST STREET : HIGHWAY 111 TYPE : INTERSECTION TURNING NOVENENTS , IrME 50O PN 515 530 545 I O TAL N 0 R T H 8 0 U N D RIGHT THRU LEFT 79 269 6 76 273 7 68 265 6 70 270 2 293 1077 21 P E A K H 0 U R R E P O R T 5 0 U T H 8 0 U N D RIGHT THRU LEFT 2 226 27 1 255 29 2 263 2.6 2 245 25 �E : `Sill DATE : 05 APR 1989 DAY WEDNESDAY E A S T 8 0 U N D RIGHT THRU LEFT 1 1 0 1 2 1 1 2 1 4 6 3 W E S T B O U N D RIGHT THRU LEFT 4 0 65 10 2 63 8 2 61 7 1 53 29 5 242 PREPARED FOR: ASL CONSULTING ENGINEERS TRAFFIC COUNT SUMMARY - 15 MINUTE COUNT CITY : PALM DESERT NORTH -.SOUTH STREET : HIGHWAY 111 EAST -WEST STREET : FRED WARING DR TYPE : INTERSECTION TURNING MOVEMENTS N 0 R T H 8 0 U N. D TIME RIGHT THRU LEFT 7.15 AM 2 148 1. -17.30 2 156 1 7:45 3 163 2 8:00 2 176 1 TOTAL 9 643 5 8:15 AM 3 179 1 8.30 2 168 0 8:45 1 174 1 9:00 2 182 1 TOTAL 8 703 3 --4:15 PM 1 296 0 4.30 1 278 1 4:45 2 289 2 5:00 1 293 1 -OTAL 5 1156 4 5.15 PM 1 272 0 5:30 2 268 1 5:45 1 256 2 -6:00 1 249 2 OTAL 5 1045 5 -R TOT 27 3547 17 5 0 U T H 8 0 U N D RIGHT THRU LEFT 1 120 30 1 126 33 0 138 38 0 . 149 42 2 533 143 1 156 41 0 163 38 0 170 36 0 158 40 0 252 29 1 249 36 0 265 45 0 270 39 1 1036 149 0 266 36 1 258 29 3 232 34 2 240 40 6 996 139 10 3212 586 DATE : 06 APR 1989 DRY : THURSDAY E A S T B O U N D RIGHT THRU LEFT 1 1 1 2 1 1 3 2 2 2 1 0 8 5 4 1 0 1 1 1 1 1 1 2 2 2 1 5 4 5 2 1 1 2 0 1 1 1 2 2 1 1 7 3 5 0 1 1 0 1 2 1 1 2 0 1 1 21 16 20 W E S T 8 0 U N 0 RIGHT THRU LEF1 60 1 2 63 1 2 70 2 2 78 1 3 271 5 9 91 1 2 83 0 3 76 1 2 60 1 3 310 3 10 61 1 5 68 0 5 75 0 6 79 1 8 283 2 24 72 0 5 51 0 4 60 0 6 55 1 6 238 --- --1 --- 21 1102 11 64 PREPARED FOR :ASL CONSULTING ENGINEERS TRAFFIC COUNT SUMMARY - 15 MINUTE COUNT CITY : PALM DESERT NORTH -SOUTH STREET HIGHWAY 111 EAST -WEST STREET FRED WARING DR TYPE ; INTERSECTION TURNING MOVEMENTS INE 800 AM 815 630 845 OTAL N. 0 R T H 8 0 U N 0 RIGHT THRU LEFT 2 1.76 1 3 179 1 2 168 0 1 174 1 8 697 3 P E A K H 0 U R R E P 0 R T S O U T H B O U N D RIGHT THRU LEFT 0 149 42 1 156 41 0 163 38 0 170 36 1 638 157 DATE : 06 APR, :i J89 DAY : TH0RSDA`( E A S T B O U N D RIGHT THRU LEFT 2 1 0 1 0 1 1 1 1 1 1 2 5 3 4 W E S T 8 0 U N D RIGHT THRU LEFT 78 1 3 91 1 2 83 0 3 76 1 2 328 3 10 PREPARED FOR: ASL CONSULTING ENGINEERS TRAFFIC COUNT SUMMARY - 15 MINUTE COUNT CITY : PALM DESERT NORTH -SOUTH STREET HIGHWAY 11"L EAST -WEST STREET FRED WARING DR TYPE ; INTERSECTION TURNING MOVEMENTS N 0 R T H 8 0 U N. 0 IME RIGHT THRU LEFT 4;30 PM 1 278 1 4,45 2 289 2 5;00 1 293 1 5;15 1 272 0 TOTAL 5 1132 4 PEAK' HO UR R EP O R T S O U T H 8 0 U N D RIGHT THRU LEFT 1 249 36 0 265 45 0 270 39 0 266 36 1 1050 156 DATE 06 APR 1989 DAY : THURSDAY E A S T 8 0 U N D RIGHT THRU LEFT 2 0 1 1 1 2 2 1 1 0 1 1 5 3 5 W E S T 8 0 U N D RIGHT THRU LEF] 68 0 5 75 0 6 79 1 8 72 0 5 294 1 24 PREPARED FOR; ASL CONSULTING ENGINEERS TRAFFIC. COUNT SUMMARY - 15 MINUTE COUNT CITY : PALM DESERT NORTH-SnUTH STREET : SH III EAST -WEST STREET : MAGNESIA FALLS TYPE : INTERSECTION TURNING MOVEMENTS N O R T H B n U _N D TIME RIGHT THRU LEFT 1:15 AM_ 63 243 8 11:30 22 171 3 '1:45 4.5 207 11 2.00 28 211 15 TOTAL 158 832 37 2:1.5 PM 42 263 9 12:30 4n 290 13 2.:45 4.5 299 6 1:00 35 218 In 'OTAL 162 1n70 38 4:15 PM 28 219 14 4:30 29 274 13 4:45 40 310 18 5:nn 43 221 In OTAL 140 ln24 55 5:15 PM 31. 305 15 5:30 43 273 20 5:45 37 266 1.5 6:00 22 236 10 OTAL 133 1080 60 R TOT 593 4nn6 19n S O U T H F O U N D RIGHT THRU LEFT 3 369 9 5 162 4 4 323 6 9 235 23 21 1n89 42 5 269 12 2 263 7 1 282 8 2 204 7 In 1018 34 5 239 4 2 214 7 0 289 3 n 297 2 7 1039 16 4 260 3 3 293 7 1 232 8 7 2:34 4 1.5 1019 22 53 416.5 114 DATE : 24 MAY 1989 DAY : WEDNESDAY E A S T B O U N D RIGHT THRU LEFT 11 13 48 10 .5 21 9 6 19 11 2 27 41 26 11.5 7 2 31 12 6 46 14 .3 29 8 2 30 41 13 136 1 7 16 9 4 26 12 2 21 it 8 33 33 21 96 6 4 22 5 .5 23 12 11 24 7 4 1.5 30 24 84 145 84 4.31 W E S T B O U N n RIGHT THRU LEFT 16 8 In 7 2 1 5 1 2 8 2 4 36 1.3 17 1.5 6 9 9 1 4 14 3 7 8 2 1 46 12 21 9 3 3 14 2 1 9 3 6 11 n 2 43 8 12 11 1 6 In 5 2 15 3 4 16 4 5 52 13 17 177 46 67 PRFPARF.D FOR :AST, CONSTTT,TTNG F_.NGTNF_.FRS TRAFFIC. COUNT SUMMARY — 15 MINUTE COUNT CITY : PALM DESERT NORTH —SOUTH STREET : SH III EAST —WEST STREET : MAGNESIA FALLS TYPE : INTERSECTION TURNING MOVEMENTS N O R T H H O U N D DIME RIGHT THRU LEFT 4:45 PM 40 .310 18 5:01) 43 221 10 5:1.5 31 305 1.5 5:30 4.3 273 20 TOTAL 1.57 lln9 63 P E A K H O U R R E P O R T S O U T H R_ n U N D RIGHT THRU LEFT 0 289 3 0 297 2 4 260 3 3 293 7 7 1139 1.5 PATE : 24 MAY 1989_ DAY : WEDNESDAY E A S T R O U N D RIGHT THRU LEFT 12 2 21 11 8 33 6 4 22 5 .5 23 34 19 99 W E S T H O IT N D RIGHT THRU LEF1 9 3 6 it n 2 11 1 6 In 5 2 41 9 16 PREPARED FOR: ASL CONSULTING ENGINEERS TRAFFIC. COUNT SUMMARY - 15 MINUTE C017NT CITY : PALM DESERT NORTH -SOUTH STREET : SH III FAST -WEST STREET : MAGNESIA FALLS TYPE : INTERSECTION TURNING MOVEMENTS .IME 2:3n P 2: 4_5 1:nn 1:15 TOTAL N O M R T H B O U N D RIGHT THRU LEFT 40 290 13 4.5 299 6 35 218 10 63 243 8 183 10.50 37 P E A K H O U R R E P O R T S O U T H F O U N D RIGHT THRU LEFT 2 26.3 7 1 282 8 2 204 7 3 369 9 8 1118 31 DATE : 24 MAY 1989 DAY : WEDNESDAY E A S T B O U N D RIGHT THRU LEFT 12 6 46 14 3 29 8 2 30 11 13 48 4.5 24 153 W E S T B O U N D RIGHT THRU LEFT 9 1 4 14 3 7 8 2 1 16 8 10 47 14 22 PREPARED FOR: ASL CONSULTING, ENGINEERS �J 'J 'T cn rs +s 'J rn 'A to a O N N N J N �+ �-• H h h J o�ll'wJ+~il Aso n C ov'io n Cam+ oso n y b b i I� b 3 3 3 b E r H rn 'J y +� 'W a r r N H '-n Cn 'J1 •T • T O r r r r 'W 'S cor ': J l r r I", N a 'D T r r r N 'D (11 ;wl y Q7 2'i rA .P 'P lA O N N N Na 'a 'u N 'T I Cn to V V D ul fs '.O 'D r 'T 'P ':n '01 C" S O1 •T ' •71 rn a W V N'D � a N •� N Ln 4A r W W NW ti H N +b r r N N 'p r NNN 'T rr rr 'p NNrN R] •. .. .. .. 4J ,A 'P 'D QJ W c] V N r OD ,A •T V 'W Co V V N P. ,P y Y z 'b OtLI l�j�JH3 cn r r r r 'A N NW W W V NW Vla r N'w N'W -P.W WW.A Q'QJ rn ()ZF< A 'D to V NOa N V W NC7 ."'). 'P =D N'A N 'Jlrao Ij y H Cn 'D N N N V N .P C�.1 V a '_.] ,A 'J1 V1 •m r ill 'Jl 'A +JI 'D •S V V1 •77 W r 'D rD H W 'p a r •T iT 'D 'T V O] •q fl 'x ilr N => h b Lq 2l w S a W a W ':wl FN-' V 'J1 'D U1 V N •) •T ill r 'D ill .7 S W O • o V r 13) •00 W r n H r r n r r N n r r r r T r N r r W 'A V V 'D 4A N N r 'A 'JI N=D r 'b in V F. li �7 r 'li r .A rrFr rr r 'r rrrr V V 'D 'T 'D r N 'D '�� N W 'W r r 'D r W i..) 'W N 'P 2J rn •ITT 'D V �A N N a W r V r 'D N 'J1 ':71 W r 'D N Q 'Z h lz rll N W to0) r N W N FA •0 N N r W N CJ 'W r 'W V V N in ,A a V N •= .A r .0 •T 'W 'D N W .A ':il 'D V y b b k 64 A r r r r V •� Nr N N r rNN 4A N N W N W ii.1 ';n':NIli N ix V 'D 'b 0) a 'T ul 'D •T rW •01 V r 'D 1A r 'b r ,A J r `� rF`rr ,A rrr F� ,A H H ,� n K •]� ':SI •C) •b S N O r N V V i- 41 r W W lD w N rn O •� o O 'D a !ll p •D N 'D O ':n o r V V 'r r 'D W N rJ }J .b r rC 'D r I �by •,po F'rl--`r W r r N r V rNrN A. ':Jl •T ,Cr Or 'D •m N fe 1•G 'D cnm en r r rN•bO TRAFFIC C017NT SUMMARY - 15 MINUTE COUNT (7-TTY . : PALM DESERT NORTH -SOUTH STREET : MONTEREY ANTE _FAST -WEST .STREET : FRED WARING DR TYPE : INTERSECTION TURNING MOVEMENTS 1:15 1:3n 11:4.5 '2:n0 OTAL N O AM R T H B O (T N D RIGHT THRU LEFT 23 83 24 15 62 14 14 53 22 9 63 27 61 261 87 P E A K H O U R R R P O R T S O U T H B O IT N D RIGHT THRU LEFT 40 80 44 36 52 33 31 7.5 58 35 RR 76 142 29.5 211 DATE: : 24 MAY 19R9 DAY : WEDNESDAY E A S T B O !1 N D RIGHT THRU LEFT 11 142 37 17 129 19 1.5 111 33 18 133 34 61 .53.5 123 W E S T R_ O U N D RTGHT THRT_T LEFT 24 122 20 21 83 18 38 99 22 51 131 11 134 43.5 71 PREPARED FOR: ASL CONSULTING ENGINEERS TRAFFIC CnUNT SUMMARY - 15 MINUTE CnhNT CITY : PALM DESERT NORTH -SOUTH STREET : MONTEREY AVE EAST -WEST STREET : FRED WARING DR TYPE : INTERSECTION TURNING MOVEMENTS N O R T H B O U N D .'IME RIGHT THRU LEFT 4:15 PM 18 96 2R 4:30 15 9n 21 4:45 13 59 22 5:00 14 .52 17 TOTAL 60 297 RR P .E A K H O U R R E P O R T S O 11 T H B O U N D RIGHT THRU LEFT 6 n 8.5 50 52 56 4.5 33 51 49 27 46 51 172 238 195 PATE : 24 MAY 1989. DAY : WEDNESDAY. E A S T B O U N D RIGHT THRU LEFT 22 121 41 12 103 24 14 ln6 30 9 92 22 57 42'2 117 W E S T R O U N D RIGHT THRU LEFT 46 17n 14 29 129 E 2.5 112 16 1.09 12 116 .520 3� PREPARED FOR: ASL CONSULTING ENGINEERS TRAFFIC. COUNT S17MMARY - 15 MINUTE COUNT CITY : PALM DESERT NORTH -SOUTH STREET : MONTEREY AVE EAST-WP,ST STREET : PARK VIEW DR TYPE : INTERSECTION TURNING MOVEMENTS N O R T H B O U N D TIME RIGHT THRU LEFT 1:15 AM 9 146 8 11:.30 3 14.5 .5 11:4.5 .5 136 7 2:0n 7 171 in TOTAL 24 598 3n 2:15 PM 1.5 210 5 .12:30 In 215 6 2:45 .5 11n 5 I:nn 6 106 7 "OTAL 36 641 23 4:15 PM 5 217 10 4:3n 3 171 4 4:45 6 181 7 5:nn 5 18n 8 ,nTAL 19 749 29 5:15 PM 6 212 .5 5:30 10 166 8 5:45 3 1.56 7 6:00 5 124 4 nTAL 24 6.58 24 R TOT 103 2646 106 S O U T H B O U N D RIGHT THRU LEFT 37 120 43 16 148 12 11 149 10 2 1.52 1.5 66 .569 80 1 197 In 5 lnn 2n 2 105 in 11 212 22 19 614 62 12 174 5 9 164 16 11 179 8 In 14.5 11 42 662 40 6 144 17 5 1.56 24 7 141 26 8 122 28 26 563 9.5 153 24n8 277 DATE : 24 MAY 1989 DAY WEDNESDAY E A S T B O U N D RIGHT THRU LEFT 6 4 4 7 7 .5 12 6 5 13 1 6 38 18 2n 5 5 1n in 3 5 15 In 7 3 6 .5 33 24 27 8 .5 6 15 7 12 7 6 7 9 3 13 39 21. 38 15 6 9 16 2 .5 8 5 4 2 16 7 41 29 25 1.51 92 110 W E .S T B O U N D RIGHT THRU LEF7 7 9 E 8 9 2E 7 R lE 2n 9 1[ 42 3.5 .5 E 12 7 E in 5 Y 11 In 2( 2n 5 if 53 27 6E 11 .5 E 13 4 4 8 2 18 6 i 5n 17 2� 13 6 c 8 2 C 7 .3 lE In 2 4 38 13 2= 183 92 16i PRFPARF7) FnR -ART. (Y1NRTIT.TTN(7 RNATNF.P.RR TRAFFIC. COUNT SUMMARY — 15 MINUTE COUNT CITY : PALM DESERT NORTH —SOUTH STREET : MONTEREY AVE EAST —WEST STREET : PARK VIEW DR TYPE : INTERSECTION TURNING MOVEMENTS N O R T H B O r7 N D .IME RIGHT THRU LEFT 1:45 AM 5 136 7 2:00 7 171 In 12:15 1.5 210 5 2:30 In 215 6 TOTAL 37 732 28 P E A K H O U R R E P O R T S O U T H R O U N D RIGHT THRU LEFT 11 149 In 2 152 1.5 1 197 In 5 100 20 19 .598 5.5 DATE : 24 MAY 1989 DAY : WEDNESDAY E A S T B O U N D RIGHT Tl4RU LEFT 12 6 .5 1.3 1 6 5 .5 1 n in 3 .5 40 1.5 26 W E S T B O U N D RIGHT THRU LEFT 7 R 18 20 9 1C 12 7 6 In 5 3C 49 29 64 PREPARED FOR: ASL CONSULTING, ENGINEERS TRAFFIC COUNT SUMMARY - 15 MINUTE COUNT CITY : PALM DESERT NORTH -SOUTH STREET : MONTEREY AVE EAST -WEST STREET : PARK VIEW DR TYPE : INTERSECTION TURNING MOVEMENTS N O R T H B O U N D ,.IME RIGHT THRU LEFT 4:15 PM 5 217 10 4:30 3 171 4 4:45 6 181 7 S:UU 5 180 8 TOTAL 19 749 29 P E A K Hn U R R F, P n R T S O U T H B O U N D RIGHT THRU LEFT 12 174 5 9 164 16 11 179 8 10 145 11 42 662 40 DATE, : 24 MAY 19R9 DAY : WEDNESDAY E A .S T F O U N D RIGHT THRU LEFT 8 5 6 1.5 7 12 7 6 7 9 3 1.3 39 21 38 W E S T B O U N D RIGHT THRU .LEFT 11 5 6 13 4 4 8 2 5 18 6 7 50 17 22 PREPARED FOR: ASL CONSULTING F,N(,TNEERS ETC LZEZ PSZ ZZP E9PZ 668 ZL SLS ESZ SSE 9ZE PLT PS £6 99 TPOT PZP OLT Lo.L H 99Z 89 OE rlvLu ET PTT ZT TT SZT 6S ZZ 6T ST 89 ZT 9 00=9 ST ZET LT OZ TPT L9 ST 6Z PZ P9 ET 8 56:5 PT PST TT 8T 6PT LS 9T EZ 8T L9 SZ OT 0£:9 8 OPT ZZ EZ 09T OL SZ ZZ 6 69 ST 9 Wd ST:g SP TP9 89 Z6 6T9 PTZ TOT LL SE 99Z 90T E9 IYV.LO 8 S9T LT LT L£T £S OZ LT 8 -LS Z£ OT 00:9 OT PLT 8T ZZ PST PS TE ST ZT PL TZ 9T. S'b-tl £T 09T PT TZ OST 8P ZZ 6T 9 S9 TE 67 US:6 PT ZST 6T ZE SLT 6S SZ EZ ZT 09 ZZ ST Wd 9T:6 06 PLS L9 PTT 8Z9 SOZ 98 T8 SP S8Z 9PT 9E 7V.LO TZ SET SZ ZZ S9T ES 9Z SZ ST SL SZ 6 00:T' 6T EST £T ZE Z9T E9 PT 8T ZT ZL PP L Sv:Z SZ CPT ZT £Z 8PT SS 9Z LT OT TL TE 9 0£=ZT ZZ OPT LT LE EST LE LT TZ 9 P9 9P PT Wd ST:Z' SZT ZLS L8 PVT TP9 PZZ 8TT SL ZZ ZE'Z POT TV 7itL(l� PE OPT ST LE LLT 99 ZE ZZ 9 SL TE 6 00:Z LP LST SZ SE TST Z9 6Z ST 6 Z9 PZ ZT Sfl:T_ 9Z 6PT CZ EZ 69T ES OE 9T Z TS ZZ ET 0£=TT TZ 9ZT TZ 9P PVT PP LZ ZZ S PP LZ L WV ST:T Gd37 OHH.L LHDid 1.437 OHHS .LHDIH .LJSII DHHd ILHDI21 Z337 OHH.L LHDIH 3WI.L ONO 09 aAl0 09 aN12 09 a N a 09 L S 9 M .L S v 3 H z a 0 S H d H 0 N S,LNHWHADW 0Nx Hll.L NOI.LJHSH3.LNI = 3dA.b I I I HS t .L33HSs LSHM-.LS E'3 2 KVGSSNu8M : Ava till EaIN2D NM01 : S3391S HLU0S-H.LH0N 696T XVW PZ : 3LH(7 .L'HZSHU NgVd : A.LIJ .LN17OO 3dONIW ST - AUVWW17S M]OO :JIddVH.L TRAFFIC COUNT S17MMARY - 15 MINUTE COUNT CITY PALM DESERT NORTH -SOUTH -STREET TnWN CENTER DR EAST -WEST STREET SH III TYPE INTERSECTION T17RNING MOVEMENTS N O R T H R O U N D ,'IME RIGHT THR17 LEFT 4:15 PM 18 22 6n 4:30 19 31 65 4.4.5 16 21 74 5:01) In 32 .57 TOTAL 6.3 106 256 P E A K H O U R R E P O R T S O U T H B O U N D RIGHT THRU LEFT 12 23 28 6 19 22 12 18 31 8 17 20 38 77 lnl DATE : 24 MAY 1989 DAY : W_EDNESDAY E A S T B p U N D RIGHT THRU LEFT 59 178 32 48 150 21 54 1.54 22 53 137 17 214 619 92 W E S T g D U _N D RIGHT THRU LEFT 19 152 14 14 150 13 18 174 In 17 16.5 8 Z�19�m PREPARED FOR: ASL CnNSULTING ENGINEERS TRAFFIC. COUNT SUMMARY - 15 MINUTE COUNT CITY : PALM DESERT NORTH -SOUTH STREET : TOWN CENTER DR FAST -WEST STREET : SH III TYPE : INTERSECTION TURNING MOVEMENTS N O R T H R O U N D _IME RIGHT THRU LEFT 1:30 AM 13 22 51 1:4.5 12 24 62 12.:0n 9 31 75 2:15 14 46 64 ,rOTAL 48 123 252 P E A K H O U R R E P O R T S O U T H B O U N D RIGHT THRir LEFT 2 16 30 9 15 29 6 22 32 8 21 17 25 74 108 DATF• : 24 MAY 1989 DAY : WEDNESDAY F. A S T R O U N D RIGHT THRU LEFT 53 169 23 62 151 38 65 177 37 37 1.53 37 217 650 135 W E S T B O U N D RIGHT THRU LFFT 23 149 26 25 157 47 18 140 34 17 140 22 83 586 129 PREPARED FOR: ASL l_ONSULTING ENGINEERS 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1249E6 Figure 9.1 D TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic - See Note 2) i URBAN .........:!........... RURAL ....................... Minimum Requirements EADT 1. Minimum Vehicular Satisfied Not Satisfied Vehicles per day on major Vehicles per day on higher - street (total of both • volume minor -street approach approaches) (one direction only) 3� b...J�'� Number of lanes for moving traffic on each approach Major Street Minor Street Urban Rural Urban Rural 1 .......................... 1 ........................... 8,000 5,600 2,400 1,680 2 or more ................. 1 ........................... 9,600 6,726 2,400 1,680 2 or more ................. 2 or more .................. ,600 6,720v 200 2,240 1 .......................... 2 or more .................. 8,000 5.600 3,200 2,240 2. Interruption of Continuous Traffic 3-7 oc7" 5:5- Vehicles per day on major Vehicles per day on higher - Satisfied Not Satisfied street (total of both volume minor -street approach approaches) (one direction only) Number of lanes for moving traffic on each approach Urban Rural Urban Rural Major Street Minor Street 1 ......................... 1 .......................... 12,000 8,400 1,200 _ 850 2 or more ................. 1 .......................... 14,400 10,080 1,200 850 2 or more ................. 2 or more .................. 4 40 7 10,080 1l 600� 1,120 1 .......................... 2 or more .................. 12,000 8,400 1,600 1,120 3. Combination / Satisfied Not Satisfied 2 Warrants 2 Warrants No one warrant satisfied but following warrants fulfilled 80% or more ............ 4/.A 1 2 NOTE: 1. Heavier left turn movement from the major street may be included with minor street volume if a separate signal phase is to be provided for the left -turn movement. 2. To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TS-100 r 1983 HCM: SIG'NALI,ZED INTERSECTIONS SUMMARY REPORT INTERSECTION..FRED WAKING DR./HIGHWAY 111 HREA TYPE ..... CBD ANALYST....... M.S. DATE .......... 6/9/S9 TIME ........... 92 AM PEAL. W/O PRO. COMMENT ....... VOL. BASED ON ANNUAL GROWTH RT. OF 7% VOLUMES - GEOMETRY --------------•---------- - EB WB NB SB : EB WLt NB' SB LT 6 16 5 250 : L 10.0 L 10.0 L 10.0 L 10.0 TH - 3 561 508 T 12.0 T 12.0 T 12.0 T 1.2.0 RT 9 522 12 1 TR 12.0 T 12.0 T 12.0 T 12.0 RR 5 261 6 1,: 12.0 R 12.0 TR 12.0 T 12.0 12.0 12.0 12.0 R 10.0 -------------------------------------------------------------------------- ` 12.0 12.0 12.0 12.0 ADJUSTMENT'FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 2.00 Y 20 0 0.90 50 N 30.3 7. WB 0.00 2.00 Y 20 0 0.90 50 N 30.3 3. NB 0.00 2.00 Y 20 0 0.90 SO N 27.2 SB 0.00 2.00 --------------------------------------------------------------------------- Y 20 0 0.90 50 N 27.0 ._, SIGNAL SETTINGS CYCLE LENGTH = 120.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X i TH X TH X RT X RT X PD X PD X WB LT X SB LT X TH X TH X RT X RT X PD X PD X GREEN 42.0 0.0 0.0 0.0 GREEN 30.0 36.0 0.0 0.0 YELLOW 4.0 0.0 ---------------------------------------------------------------------------- 0.0 0.0 YELLOW 4.0 4.0 0.0 0.0 LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.021 0.350 19.4 C 17.8 C TR 0.009 0.350 16.4 C WB L 0.039 0.350 19.5 C 27.9 D T 0.003 0.350 16.4 C R 0.782 0.350 28.6 D NB L 0.016 0.250 25.8 D 25.0 D TR 0.517 0.300 22.7 C SB L 0.784 0.250 39.4 D 2.7.3 ,D T Ci.430 0.300 21.9 C R 0.000 --------------------------------------------------------------------------- 0.300 19.0 C INTERSECTION: Delav = 26.4 (secJveh) V/C = 0.694 LOS = D 1985 HCM: SIGNALIZED""INTERSECTIONS SUMMARY REPORT INTERSECTION..FRED WARING DR./HIGHWAY Ill AREA TYPE ..... CBD ANALYST....... M.S. DATE .......... 6/5/S9 TIME.......... EX. ADJ. AM PEAK COMMENT....... EX. VOL. WERE MOLT. BY A SEASONAL VAR. FACTOR OF 1.3 -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB ; ER WL-t NB SB LT 5 iv 4 204 ; L 10.0 L 10.0 L 10.0 L 10.0 TH 2 2 458 415 : T 12.0 T 12.0 T 12.0 T 12.0 RT 7 426 10 1 : TR 12.0 T 12.0 T 12.0 T 12.0 RR 7 213 10 1 : 12.0 R 12.0 TR 12.0 T 12.0 12.0 12.0 12.0 R 10.0 -------------------------------------------------------------------------- 12.0 12.0 12.0 12.0 ADJUSTMENT FACTORS GRADE HV ADO PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 2.00 Y 20 i) 0.90 50 N 30.3 v, WE) 0.00 2. 00 Y 20 0 0.90 5(_) N 710.3 _ NB O. i )i) 2.00 Y 20 0 0. 90 50 N 27. B _ SB 0.00 2.00 Y 20 0 0.90 50 N 27.8 _ -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH 120.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X PD X PD X WB LT X SB LT X TH X TH X RT X RT X PD X PD X GREEN 42.0 0.0 0.0 0.0 GREEN 30.0 36.0 0.0 0.0 YELLOW -------------------------------------------------------------------------- 4.0 0.0 0.0 0.0 YELLOW 4.0 4.0 0.0 i).0 LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.016 0.350 19.4 C 18.5 C TR 0.002 0.350 16.4 C. WB L 0.032 0.350 19.5 C 22.9 C T 0.002 0. 350 16.4 C R 0. 637 O. 350 23.2 C NB L 0.013 0.250 25.7 D 25.8 D TR 0.417 0.'00 21.8 C 5B L 0. 640 Q. 250 33.2 D 25.0 C T 0.351 0.300 21.7 C R 0. 000 0. 300 19.0 C -------------------------------------------------------------------------- INTETSECTION; Delav = 25.0 (sec/veh) V/C = 0.607 LOS = D 985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT tifir##K'd. #•##.{;.fiF####•:Y• r•.{f..Y: # X•##Y###34•#k##3Fi£-####YeY<•i!#sY•#i?•Y'. Y#G k#Y.if•ii•'x#ii#±aX3E#tif#..y .14..n.•7#-}°#### INTERSECTION..B01 HOPE DR. /HT.BHWAY III ;;REA TYPE. , ... C.BT'> ANALYST ,....... M.S DA rr............ 6/9/89 TIME .......... EXISTINO AM PEA6; COMMENT....... EX. VOL. WERE MULT. BY A SEASONAL_ VAR. FACTOR OF 1.3 --------------------------------------------------------------------------- VOLUMES GEOMETRY ER WB NH SB EB WR NB SB LT 4 257 1 26 LTR 12.0 L 10.0 L 10.0 L 10.0 ' H 4 - 342 287 12.0 L 10.0 T 12,0 T 12.0 =`T 7 27 254 1.2.0 T 11.0 T 10.0 T 12.0 RR 4 14 127 2 12.0 R 12.0 T 10.0 Ti 12.0 12.0 12,0 R 12.0 12.0 12.0 12.0 12.0 12.0 GRADE HV i%) K) ER 0.00 2.00 WB 0.00 2.00 NB 0.00 2.00 SB 0.00 2.00 EB L-r TH RT PD wB L'T TH RT PD GREEN YELLOW X 42.0 4.0 LANE GRP. EB LTR WB L T R NB L T R SR L TR INTERSECTION:, PH-2 ADJUSTMENT FACTORS ADO PKG BUSES PHF PEDS Y/N Nm Nb Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 0,0 C), CI V/C 0.034 0. -- 0.006 0.038 0.008 i, 202 -.L 0.296 0.204 0.175 SIGNAL SETTINGS PH-3 PH-4 PED. BUT. 'ARR. TYPE Y/N min T ! 32 N. 32.8 N 19.3 3 N 19.- L ------------------------- CYCLE LENGTH = 120.0 PH-1 PH-2 PH-3 PH-4 NB LT X rH X RT X PD X SB L'T' X - :r! X RT X PD X 0.0 0.0 GREEN 1,2.0 54.0 0.0 0.0 0.b 0.0 YELLOW 4,0 4.0 0.0 0.0 -------------------------------------------------------- LEVEL OF SERVICE G/C DELAY LOS APP. DELAY APP. LOS 0.350 1.6.6 C 16.6 C ,,,350 21.9 C 21.6 C 0.350 16.4 C 0.350 16.6 C 0.100 37.0 D 13.1 L{ 0.450 12.9 B 0.450 13.6 R 0.100 .37c8D 14.6 B 0.450 12.7 B -------------------------------------------------- Delav = 15.7 tser_/veh7 V/C = 0,300 LOS L 1995 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..BOB HOPE DR./HIGHWAY 111 AREA TYPE ..... CBD ANALYST....... M.S. DATE .......... 6/9/89 TIME ........... 92 AM PEAK: W/0 PRO. COMMENT....... PROJECTED VOL. BASED -----------------------------------------------=---------------------------- ON AN ANNUAL GROWTH RATE OF 7% VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 5 315 1 32 . LTR 12.0 L 10.0 L io.0 L 10.0 TH 5 4 419 352 : 12.0 L 10.0 T 12.0 T 12.0 RT 9 33 311 4 : 12.0 T 11.0 T 10.0 T 12.0 RR 5 17 155 2 12.0 R 12.0 T 10.0 TR 12.0 12.0 12.0 R 12.0 12.0 12.0 12.0 12.0 12.0 GRADE HV EB 0.00 2.00 WB 0.00 2.00 NB 0.00 2.00 SB ------------------ 0.00 2.00 PH-1 EB LT X TH x RT x PD x WS LT x TH x RT x PD x GREEN 41.0 YELLOW ---------------- 4.0 LANE GRP. EB LTR WB L T R NB L T R SB L -------------- TR INTERSECTION: PH-2 0.0 0.0 V/C 0.042 0.419 0.009 0.049 0.007 0.247 0.364 0.232 0.215 ADJUSTMENT FACTORS ADO PKG BUSES PHF PEDS Y/N Nm Nb Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 ---------------------------- SIGNAL SETTINGS PH-3 PH-4 NB LT TH RT PD SB LT TH RT PD 0.0 0.0 GREEN 0.0 0.0 YELLOW ---------------------------- LEVEL OF SERVICE G/C DELAY LOS 0.342 17.0 C 0.342 23.3 C 0.342 16.8 C 0.342 17.1 C 0.106 36.3 D 0.450 13.2 B 0.450 14.2 B 0.109 37.3 D 0.450 13.0 B ---------------------------- PED. BUT. ARR. TYPE Y/N min T N 30.- - N 30._ 3 N 27.2 71 N 27.8 31 ------------------------- CYCLE LENGTH = 120.0 PH-1 PH-2 PH-3 PH-4 X x x x x x x x 13.0 54.0 4.0 4.0 APP. DELAY 17.0 22.9 13.5 14.8 Delav = 16.3 (sec/veh) V/C = 0.369 0.0 0.0 0.0 0.0 ------------- APP. LOS C C B B ------------- LOS = 0 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT ��•�, � x•��#-��-��;-�� ax�r�� rEx t!•��a�•� u�#�rFx K;*+;� w�=� � u �# r Fx *R;� w x ��+��+�� .i�>a��t!-�# INTERSEC:TION..BOB HOPE DR./HIGHWAY III AREA TYPE ..... CBD ANALYST....... N.S. DATE .......... 6/9/99 TIME.......... 92 AN PEAK W/ PRO. COMMENT- .... ,: VOL. BASED ON ' 92 VOL.., AND TURN T NG MOVf.=MFNTS VOLUMES . GEOMETRY EB WB NB LT 5 347 1 TH 5 4 435 RT 9 33 32: RR --------------------- l 1/ 155 EB WB NB SB EB LT TH RT RD WR L TH RT PD GREEN YELLOW GRADE 0.00 0.00 0.00 0.00 PH-1 x x x 41.0 4,0 HV 2.00 2.00 2.00 2.00 PH-2 SB : EB WB 32 : LTR 12.0 L 10. 195 . 1210 L 1.0. 4 s 12.0 T II. 2 , 12.0 R 12. 12.0 1.2. 12.0 12. ---------------------------- ADJUS'TMENT FACTORS ADO PKG BUSES PHF REDS Y/N Nm Nb Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 ---------------------------- SIGNAL SETTINGS PH-3 PH-4 NB LT TH RT PD SB LT TH RT PD 0.0 0.0 0.0 GREEN 0,0 0.0 0.0 YELLOW LEVEL OF SERVICE LANE GRP. V/C G/c DELAY LOS EB LTR 0.042 0,342 17.0 C WB L 0.461 0.742 23.7 C. T 0.008 % 342 16.8 c R 0.049 0.342 17.1 C NB L 0.007 0.108 36.3 D T 0.237 0.450 13.3 B R 0.392 0.450 14.5 B SB L 0.2.32 0.108 37..3 D TR 0.241 0.450 13.2 B NB SB 0 L 10.0 L 10.0 0 'T 12.0 T 12.0 0 T 10.0 T 12.0 0 i 10.0 TR 12.0 0 F; 12..1 12.0 0 12.0 1.2.0 RED,. BUT. ARR. TYPE Y/N min T N 30.3 _ N 30..3 N 27.0 _ N '27.0 _ ------------------------- CYCLE LENGTH = 120.0 PH-1 PH-2 PH-3 PH-4 X x x x v n x x x 13.0 54.0 0.0 0.1:) 4, 0 4.0 ().0 0, c" --------------------------- APR. DELAY APR. LOS 17 0 C 23.4 1. 13.6 B 14.8 B INTERSECTION: Delav = 16.5 r=.Ea/veh) V/C = 0,399 LOS = C 1995 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION-BO'B HOPE DR./HIGHWAY III AREA TYPE .... .CBD ANALYST ...... .M.:=. DATE .......... 6/9✓89 TIME.......... EXISTING PM PEAK COMMENT....... EX. VOL. =-------------------------------------------------------------------------- WERE MULT. BY A SEASONAL VAR. FACTOR OF 1.3 VOLUMES GEOMETRY ER WR NH S`3 : ER WD NB SE+ LT 4 315 27 139 : LTR 12.0 L 10.0 L 10.0 L 10.0 TH 8 7 467. 432 : 12.0 L 10.0 T 12.0 T 12.0 RT 5 38 381 9 : 12.0 T 11.0 T 10.0 T 12.0 RR 5 16 191 9 : 12.0 R 12.0 T 10.0 TR 12.0 12.0 12.0 R 12.0 12.0 12.0 12.0 12.0 12.0 ADJUSTMENT FACTORS GRADE HV ADJ PKG RUSES PHF PEDS PED. BUT. ARR. TYPE (%) ("/.) Y/N Nm Nb Y/N min T EB 0.00 2.00 Y 20 0 0.90 50 N 32.9 3 Wg 0.00 2.00 Y 20 0 0.90 50 N 32.8 .'_ NB 0.00 2.00 Y 20 0 0.90 50 N 19.3 _ S$ 0.00 2.00 Y 20 0 0.90 50 N 19.3 3 SIGNAL SETTINGS CYCLE LENGTH = 120.0 PH-1 PH-2 PH-._. PH=4 PH-1 PH-2 PH-3 PH-4 E$ LT X) NB LT X TH X TH X RT X RT X PD X PD X WR LT X SH LT X TH X TH X RT X RT X PD X PD X GREEN 34.0 0.0 0-0 0.0 GREEN 24.0 50.0 0.0 0.0 YELLOW 4.0 0.0 0.0 0.0 YELLOW 4.0' 4.o 0.0 0.0 --------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. EP LTR WP L T R N.6 L T R S9 L -------------- TR INTERSECTION: V/C G/C DELAY LOS APP. DELAY 0.038 0.283 20.1 C 20.1 0.494 0.293 27.7 D 27,1 0.016 0.283 20.0 C 0.081 0.223 20.4 C 0.106 0.200 29.8 D 16,1 0.298 0.417 15.1 C 0.478 0.417 17.0 C 0.545 0.200 34.4 D 19.4 0.283 0.417 15.0 Li ------------------------------------------ Delav = 19.6 (sec/veh) V/C = 0.498 APP. LOS r_ D C C LOS = C 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..BOB HOPE_ DR./HIGHWAY III AREA TYPE ..... CSD ANALYST....... M.S. DATE .......... 6/9/89 TIME ........... 92 PM PEAK. W/O PRO. COMMENT....... PROJECTED VOL. ARE BASED ON AN ANNUAL GROWTH RATE OF 7% ------------------------------------------------------------------------ VOLUMES GEOMETRY EB WB NB SB EB WB NB SB LT 5 396 .3 170 LTR 12.0 L 10.0 L 10.0 L 10.0 TH 10 9 572 528 12.0 L 10.0 T 12.O 'f 7.,0 RT 6 47 467 11 12.0 T 11.0 T 10.0 T 12.0 RR 3 24 230 6 . 12.0 R 1=.0 T 10.0 TR 12.0 12.0 12.0 R 12.0 12.0 --------------------------------------------------------------------------- 12.0 12,0 12.0 12.0 GRADE HV Q) Q) EB 0.00 2.00 WB 0.00 2.00 NB 0.00 2.00 SB 0.00 2.00 EB LT TH RT PD WB LT TH RT PD GREEN YELLOW LANE GRP. EB LTR WB L T R NB L T R SD L TR -------------- INTERSECTION: PH-2 ADJUSTMENT FACTORS ADJ PKG BUSES PHF PEDS Y/N Nm Nb Y 20 ti 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 ---------------------------- SIGNAL SETTINGS PH-:= PH-4 NB LT TH RT PD SB LT TH RT PD 0.0 0.0 0.0 GREEN 0.0 0.0 0.0 YELLOW -------------------------------- LEVEL_ OF SERVICE_ V/C G/C DELAY LOS 0.063 0.292 19.9 C 0.597 0.292 28.7 D 0.022 0.292 19.6 C 0.082 0.292 1919 C 0.183 0.142 34.5 D 0.325 0.467 13.0 B 0.531 0.467 15.4 C 0.941 0.142 72.6 F 0..312 0.467 12.9 B PED. BUT. ARR. TYPE Y/N min T N 0.0 - N 0.0 N 0.0 N 0.0 3 ------------ 7------------ CYCL.E LENGTH = 120.0 PH-1 PH-2 PH-3 PH-4 x x x x x x x 17.0 5&0 4,0 4.0 APP, DELAY 19.8 28.0 14.4 26.4 Delev = 21.6 (sec/veh) V/C = 0,617 0.0 0.0 0.0 0.0 APP. LOS C D B D ------------- LOS = C 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSF_CTION..BOB HOPE DR./HIGHWAY 111 AREA TYPE ..... CBD ANALYST....... M.S. DATE .......... 6/9/89 TIME ........... 92 PM PEAK W/ PRO. COMMENT ....... VOL. BASED ON '92 VOL. -------------------------------------------------------------------------- AND TURNING MOVEMENTS VOLUMES GEOMETRY ER WB NB SB : EB WB NB SR LT 5 453' 33 170 : LTR 12.0 L 10.0 L 10.0 L 10.0 TH 10 9 667 616 12.0 L 10.0 T 12.0 T 12.0 FT 6 47 538 11 : 12.0 T 11.0 T 10.0 T 12 0 RR _ 24 .230 6 12.0 'R 12.0 T 10.0 TR 12.0 12.0 12.0R 120 120 - - - 12.0 12.0 .12.0 12.0 EB WB NB S13 EB LT TH FIT PD WD LT TH FIT PD GREEN YELLOW GRADE (%) 0.00 0.00 0.00 0.00 LANE GRP EB LTR WB L T R NB L T R SB L ------------- TR INTERSECTION: ADJUSTMENT FACTORS HV ADJ PKG BUSES PHF PEDS (%) Y/N Nm Nb 2.00 Y 20 0 0.90 50 2.00 Y 20 0 0.90 50 2.00 Y 20 0 0.90 50 2.00 Y 20 0 0.90 50 ------------------------------------ SIGNAL SETTINGS PH-2 PH-3 PH-4 NB LT TH RT PD SB LT TH FIT F'D 0.0 0.,0 0.0 GREEN 0.0 0.0 0.0 YELLOW ----------------------------------- LEVEL OF SERVICE V/C G/C DELAY LOS 6.063 0.292 19.6 C 0.701 0,292 30.8 D 0.022 0.292 19.6 C 0.082 0.292 19.9 C 01183 0.142 34.5 D 0.380 0.467 13.4 B 0.691 0.467 18.7 C 0.941 0.142 72.6 F 0.763 0,467 13.3 B PED. BUT. ARR. TYPE Y/N min T N 0.0 N 0.0 N 0.0 3 - N 0.0 3 ------------------------- CYCLE LENGTH = 1.:0.0 PH-1 PH-2 PH-3 PH-4 x X X X X X x X 17.0 56.0 0.0 0.0 4.0 4.0 0.0 0.0 APP. DELAY APP. LOS 19.8 C 30.1 D 15.6 G 25.1. D Delav = 21.9 (sec/veh) V/C = 0,733 LOS = C 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION"^MAGN5RIA FALLS/HIGHWAY 111 AREA TYPE """""CBD ANALYST ."""^.,M"S" DATE """^".."""6/12/R9 TIME "",".""".^EXISTING AM PEAK COMMENT ^""'","EX. VOL. WERE MULT" BY A SEASONAL FACTOR VAR, OF 1.3 -_____-_~--____-_____---__________-______________-________________--_____' VOLUMES : GEOMETRY EB WB NB SB : EB WB N!:( SP LT 199 29 40 40 : L 10.0 L 12"0 L \O^0 L 10"( TH 31 18 1365 1453 : TR 12,0 TR 15"0 T 12"0 T 12"( RT 59 61 242 10 : 12.0 12"0 T 12,0 T 12"( RR 23 24 91 4 : 12"0 '12"0 TR 15,0 TR 15"( : 12^0 12^0 12^0 12.( : 12"0 12"0 12.0 12"( __________________________________________________________________________ ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED" BUT, ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0^00 2"00 Y 20 0 0"90 50 M 30,8 3 WB 0^00 2,00 Y 20 0 0"90 50 N 30"8 7 NB .0100 2.00 Y 20 0 0,90 50 N 18.3 3 SB 0"00 2.00 Y 20 o 0"90 50 N 12,3 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 120.( PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-' EB LT X NB LT X TH X TH X RT X RT X PD X PD X WB LT X SR LT X TH X TH X RT X RT X PD X PD X GREEN 35.0 0,0 ()^0 0.0 GREEN 13,0 60"0 0,0 0,' YELLOW 4"0 0"0 0^0 0.0 YELLOW 4.0 4"0 0,0 ().' ---------------------------------------------- ----------------------------- LEVEL OF SERVICE LANE GRP" V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0"639 0"292 30"9 D 29"0 D TR 0^218 0"292 20"8 C WB L 0"089 0^292 23"5 C 28"6 D TR 0"167 0"292 20.5 C NB L 0"347 0.108 38"2 D 19,5 C TR 0.818 ().500 17,9 C GB L 0"290 ()"108 37"7 D 17"3 C TR 0"774 0.500 16"8 C ------------------------------------- INTERSECTION: Delay ____________________________________ ' = 19"2 (sec/veh) V/C = 0,704 LOq = C 1995 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT •iF###########################•Y.-##%•##.Y'.•#dF•#irirf.-#/c#####-3(•#- INTERSECTION..MAGNESIA FALL'S/HIGHWAY 111: AREA TYPE ..... CBD ANALYST ....... M.S. DATE .......... 6YI2199 TIME ........... 92 AM PEAK W/O PRO. COMMENT ....... VOL. BASED ON AN.ANNUAL GROWTH RATE OF 7% -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 244 36 59 49 : L 10.0 L 12.0 L 10.0 L 10., TH 38 22 1672 1779 : TR 12.0 TR 15.0 T 12.0 T 12.- RT 73 75. 297 12 12.0 12.0 T 12.0 T 12., RR 26 26 149 6 12.0 12.0 TR 15.0 TR 14., 12.0 12.0 12.0 12. 12.0 12.,0 12.0 12. --------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYP (%) (%) Y/N Nm Nb Y/N min T ED 0.00 2.00 Y 20 0 0.90 50 N 0.0 _ WB 0.00 2.00 Y 20 0 0.90 i 50 N 0.0 ._ NB 0.00 2.00 Y 20 0 0.90 50 N 0.0 31 A 0.00 2.00 Y 20 0 0.90 50 N 0..0 v -------------------------------------------------------------------------- .SIGNAL SETTINGS" CYCLE LENGTH = 120. PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH- EB LT X NG LT X TH X TH X RT X RT X PD X PD X WB LT X SB .LT X TH X TH X RT X RT X PD X PD X GREEN 30.0 0.0 0.0 0.0 GREEN 11.0 67.0 0.0 0. YELLOW 4.0 0.0 0.0 0.0 YELLOW 4.0 4.0 0.0 0. LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS ED L 0.948 0.250 62..= F 51.7 E TR 0.325 0.250 23.9 C WB L 0.135 0.250 26.6 D 29..5 D TR 0.254 0.250 23.4 C NS L 0.505 0.092 42.1 E 17.9 C TR 0.877 0..558 17.1 C SB L 0.419 0.092 40.4 E 17.0 C TR 0.856 0.558 16.4 C -------------------------------------------------------------------- INTERSECTION: Delay = 20.4 (sec/veh) V/C = 0.839 LOS = C 1985 HCM: SIE*|AL7ZA [N.|EHSECTl9N�, SUMMARY REPORT INTERSECTION —MAGNESIA FALLS/H[ISHNAY 11l AREA TYPE ,""""C89 ANALYST ",^^^""M.S, DATE ... ,""""^.h/12/B9 ^ TINE ,.""^"^,,,.92 AM PEAKW/ PRO. COMMENT ....... VOL. BASED ON '92 VOL" AND TURNING M(|VISMF ^S ____~~^____-`.^___`.^^____`_~_-__.._^-_~~~~__--_~.____-~^^^_____,'-^____-~~� VOLUMES GEOMETRY E8 pi8 Ng SEA : EB W8 NB S8 1,1 244 36 59 49 : L 10.0 L- 12.0 L 11).() L A!)"o lH 38 22 1700 1871 : TR 12.0 TR 15^0 | 12"0 | 12'0 Hr 73 75 297 12 ; 12,0 12"0 1 12"9 | 11,3 RR 26 26 149 6 : 12"0 12"0 1w 15^0 TR 14.0 : l?.o `__-_~__-- � - : \ 19.0 1/,o ` ;V,JDSTMEN[ FMC|i/W6 6pAVE HV ADJ PKG 0nSES PHF P�OS Bur-PFV� �7' �kR. )Y/F (%) \%) Y/N Nm Nb Y/N min | E8 0.0x0 2"00 ; 2o ()0"9V 50 u v,0 J W8 0"00 2,041 y 20 0 0"90 50 W 0.0 3 Nb $,00 2"0o Y Z» 0 0.1?» 5V I'll SB ------------------------------- 0,00 .2.00 Y 20 V0.98 -,^'____~~______~~____-_._____-____--.____-'_. 50 N 0.0 3 SIGNHL � SETTINGS CYCLE LE#G|H 12U^o PH-1. pH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 ES |T X NB LT � FHX TH, � RT X RT X PD X PD � WB LT X SD LT X rH . X. TH ; RT X � RI X PD x pn X GREEN 30^0 0.0. 0"0 0"0 GREEN 11"n h7^0 0.0 (),0 YELLOW, 4^0 --------------------------------------------------- 0"0 o"v 0"0 YELLOW 4,0 4,0 0,3 010 \EyEL OR ` SERVICE ^-__~_______-~^__ LANE GRP^ V/C G;C DELAY LDS APP, XL4' HPp. LOS E(1 i V,948 0.250, 6/.3 F 52.4 E /R 0.325 V^2no 23.Y C u: L 0.135 y.25'` 7^.6 A 7+.� o ` lR 0.254 o.250 ?A.� (� ux L 0.5�/5 0,092' 4/,y F 21"A ^ TR 01890 0"558 Sx L 0.419 0.092 `� 40"4 E 1A,B C __--___-____-.~-__-____--__-^--`~-__-____~-__~^__.`___~~_--_-___'-__.`__~~_ `fR V"902 0"558 �� 18"3 C iN|ERSECUtON: DelOv = 21.3 !sec/veh) V/C = 0.974 L|/S = C � ' 19B5 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTIDN.,NAGNESIA FALLS/HIGHWAY ill AREA TYPE.....CBD ANALYST....... M.S. DATE .......... 6/12/89 TIME.......... EXISTING PM PEAL; COMMENT....... EX. VOL. WERE NULT. BY A SEASONAL VAR, FACTOR OF I.3 --------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB EB WB ND SB LT 129 21 82 20 L 10.0 L 12.0 L 10.0 L 10. TH 25 12 1442 1431 : TR 12.0 TR 15.0 T 12.0 T 12., RT 44 53+ 204 9 12.0 12.0 T 12.0 T 12. RR 22 26 102 5 v 12.0 12.0 TR 15.0 TR 15. 12.0 12.0 12.0 12. 12.0 12.0 12.0 12. ----------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE H'V ADS PKG RUSES P-IF PEDS FED. BUT. ARR. TYP Q) (%) Y/N Nm Nt Y/N min T EB 0.00 2.00 Y 20 0 0,90 50 N 32.3 - WB 0.00 2.00 Y 20 0 0.90 Sit N =2.3 _ NB 0.00 2.00 Y 20 0 0.90 50 N 20.0 - SB 0.00 2.00 Y 20 0 0.90 50 N 20.0 _ ------------------------------------------------------------------------- .SIGNAL SETTINGS CYCLE LENGTH = 120. PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH- EB LT X NB LT X TH X TH X RT X RT X PD X PD X WB LT X SB LT X TH X TH X RT X RT X PD X PD X GREEN 22.0 0.0 0.0 0.0 GREEN 15.0 71.0 0.0 0. YELLOW 4.0 O,ii O,ir 0.C> YELLOW 4,0 4.0 0. ---------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY AP-P. LOS EB L 0.615 O.183 37.6 D 35.2 D TR 0.244 0.183 27.2 D WB L 0.096 0.183 31.0 D 33.5 D TR 0.190 0.193 26.8 D NB L 0.514 0.125 39.4 D 12.8 B TR 0.700 0.592 11.5 B SB L 0.125 0.125 35.5 D 11.3 B TR 0.665 0.592 11.0 B ------------------------------------------------------------------------- INTERSECTION: Delay = 14.0 (sec/veh) V/C = 0.637 LOS = B 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..MAGNESIA FALLA/HIGHWAY 111 AREA TYPE ..... CBD ANALYST....... M.S. DATE .......... 6/12/89 TIME...........92 PM PEAK W/0 PRO. COMMENT ....... VOL. RASED ON ANNUAL GROWTH RATE OF 7% -------------------------------------------------------------------------- VOLUMES EB WB NB SS LT 159 25 100 24 TH 30 14 1759 1913 RT 54 65 249 11 RR 27 33 125 6 EB WB NB SB EB LT I.H RT PD WB LT TH RT PD GREEN YELLOW GRADE (l) 0.00 0.00 0.00 0.00 00 HV 2.00 2.00 2.00 )0 2.00 19:d:1 0.0 0.0 GEOMETRY EN W.B NB SB L 10.0 L 12.0 L 10.0 L. 10.( TR 12.0 TR 15.0 T 12.0 T 12.( 12.0 12.0 T 12.0 T 12.( 12.0 12.0 TR 15.0 TR 15.( 12.0 12.0 12.f) 12.t 12.0 --------------------------------------------- 12.0 12.0 12.( ADJUSTMENT FACTORS ADO PKG RUSES PHF PEDS Y/N Nm N6 Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 ------------------ SIGNAL SETTINGS PH PH-4 0.0 0.0 0.0 0.0 NB LT TH RT PD SB LT TH RT PD GREEN YELLOW FED. BUT. ARR. TYPE Y/N min T N 0.0 _ N 0.0 _ N 0.0 _ N 0.0 _ ------------------------- CYCLE LENGTH = 120.( PH-1 PH-2 PH PH X x X X n X X 17.0 67.0 4.0 4.0 LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS API"'. DELAY EB L 0.710 0.200 40.2 E 36.7 TR 0.269 0.200 26.3 D -WB L 0.108 0.200 29.8 D 32.5 TR 0.205 0.200 25.9 D NB L 0.554 0.142 39.9 D 19.4 T ' 0.905 0.558 18.4 C SB L 0.133 0.142 34.3 D 16.8 TR 0.063 0.558 16.6 C: ------------------------------------------------------------- INTERSECTION: Delay = 19.5 (sec/veh) V/C = 0.806 0.0 0.( O, C) C). ) ------------- APP. LOS D D C C ------------- LOS = C ' _. r.-.7• .7 = .1.•� (4dr.l3aS! i; :;_ = .aeT�C! ------------_--------...---..... _..---- 0 810Z 69010 m86'0 -11. 8'6:': 00WO Hi.ay•('} "I tf CI A is "(,)17 ch's l "!) Oft t "i.7 I N � Sol f'-i` Awlso,: 801 A, `;7 I_i'I 010 s !i";7 (,)-Ca wv, .- ---- -- .-..-------------..------.-- (t ;? Tilt.) ! III,{. WO WO O'f7 -..----- _.._._..-----. )"Y ' MIA1171): (7 /9 C?'C1 Nal 80 41I1 010 0 '::I t'r: _. lid, .r '.phi it IIh ris L. ):w,t • I. Fla 17--1"iad L--I Id 17--1.W :`H:-A i —H,-3 11.-Hd O'`i;'. '[ -. hil_`1P.3.1 I Low `: '_q'da 11_Iti-'1',lN:'J'L `; _..--_---- -.------_--.----- a --- ---`----.-........-- 07) N Oq 0 (7 0 CIE A• (,Ifl"Z 1010 81-1. ... fa'ia N (I!a fJr.'(.1 f) ' Ca?: 1.. (JC)', i.af}"('? tl =? ' ) 1;'TW MIA, ql'.! Ilya! MIA (K) C":i _bd,`:.1. " �}'i:: "JOB "l.j:c. d Sold AHA `.-."+aSh?!;:{. sm Pau (1H 3UW89 :l ' -------•^_.-------------------------------------- 0AI l Wzj ;)":-;: a 1, U'��1 ;:;i :'. ;. ii •:'; I:. - [:'. �1' :,. � _.. �_. 'f._7 ' ('r"�'.t f}`,•.4 ,! i;7"� C (?".:L tl 617Z Y9 V Iti .f r. 'c,zh, IJ'f74 ! 43 ",Ai (}'Cot I " jar". mi 1, .r,. W.4 f .I'i I , !\}i'1 ::'!l.11.l :i('i n �i1h1! 1 !I �i , •- (r-ison Inn . " . !l ii:d71::Y ..il,.!, I :fin AW30 4:)1Y ?6........... ;4 r 1 1; .,'.1 .... ..:,.,,, I,,,5 star. I.!: f.}9iQi.7 Y.m/siri, .: - :985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION -PARK VIEW DR./HIGHWAY III AREA TYPE ..... CBD ANALYST....... M.S. DATE .......... 6/9/89 TIME.......... EXISTING AN Pr_K''. COMMENT....... EX. VOL. WERE MULT. BY A SEASONAL VARIATION FACTOR OF 1.3 ---------------------------------------------------------------------------- VOLUMES ED WB NB LT 1 4 0 TH 0 0 506 RI I 90 0 RR 1 45 U Azwoo ED 0.00 Ws 0.00 NB 0.00 SB ---------- 0.00 PH-1 ED LT X TH X RT X PD X WB LT X TH X RT X PD X GREEN 18.0 YELLOW 4.0 LANE GRP. EB LT R WB L T R NB L TR SB L -------------- INTERSECTION: HV Q) 2,00 2.00 2.00 2.00 PH-2 0.0 0. 0 V/C 0.006 0.00I 0.020 0.000 0.324 0.000 0.259 0.565 0.235 GEOMETRY SB : ED WEI NB 156 : LT 10.0 L 10.0 L 10.0 456 : R 10.0 T 12.0 T 12.0 _ . 12.0 R 11.0 T 12.0 3 12.0 12.0 TR 12.0 12.0 12.0 12.0 12.0 ' 12.0 12.0 ---------------------------- ADJUSTMENT FACTORS ADO PKG BUSES PHF PEDS Y/N Nm N6 Y 20 0 0.90 50 Y 20 0 0.90 5f i Y 20 0 0.90 50 Y 20 0 0.90 50 ---------------------------- SIGNAL SETTINGS PH-3 PH-4 NO LT TH RT PD SB LT TH RT PI) 0.0 0.0 GREEN 0.0 0.0 YELLOW ----------------------------- LEVEL OF SERVICE G/C DELAY LOS 0.150 28.0 D 0.150 20.0 D 0.150 33.0 D 0.150 0.0 A 0.150 29.0 D 0.217 0.0 A 0.533 9. 8 B 0.217 33.7 D 0.533 9.7 B ---------------------------- L T T TR SB 10.0 12.0 12.0 12.C- 12.0 12.0 FED. BUT. ARR. TYPE YIN min T N 0.0 N 0.0 _ N 0.0 N 0.0 _ ------------------------- CYCLE LENGTH = 120.( PH-1 PH-2 PH-3 PH-L X X X X X X X X 26.0 64.0 4.0 4.0 0.0 0.( 0. 0 0. ( APP. DELAY APP. LOS 28.0 D 30.1 9.8 15.3 Delav = 13.5 (sec/veh) V/C = 0.344 LOS = B D B C 1985 HCN: SIGNALIZED INTERSECTIONS SUMMARY REPORT #Yt#!.''i:'It,{'##########Y'-i•iF•Y.'#Y'#Y!•-k5%'MS:F iive'•Y'ir-Y.'Y.'�F'=Y.'YF#'X•it•IE###########iF'Yi'lE'i ie•YFF<#'ai"k##iF#Y# r• n'S(' INTERSECTION..PARK VIEW DR./HIGHWAY III AREA TYPE ..... CBD ANALYST....... N.S. DATE ...... .... 6/12/99 TIME ........... 92 AN PEAK W/O PRO. I COMMENT ....... VOL. .BASED ON AN ANNUAL GROWTH HATE OF 7. EB LT TH it RT 110 RR 55 GRADE VOLUMES WB NP SB 1 0 191 LT i 1 620 559 . R 1 i) 6 : 1 0 _ Q) EB 0.00 WB 0.00 NB 0.00 SB -------------- 0.00 PH-1 EB LT X TH X RT X PD X WB LT X TH X RT X PD X GREEN 14.0 YELLOW 4.0 LANE GRP EB LT R WB L T R IN L TR SB L TR ------------- INTERSECTION: GEOMETRY EB WB NB 10.0 L 10.0 L 1.0.0 10.0 T 12.0 T 12.0 12.0 R 12.0 T 12.0 12. 0 12. 0 TI; 12. o 12.0 12.0 12.0 12.0 12.0 12.0 ------------------------------------ ADJUSTMENT FACTORS HV ADJ PKG BUSES PHF PEDS (%) Y/N Nm NC 2.00 Y 20 0 0.90 50 2.00 Y 20 0 0.90 30 2.00 Y 20 0 0.90 50 2.00 Y 20 0 0.90 50 ----------------------------------- SIGNAL SETTINGS PH-2 PH-3 PH-4 NB LT TH RT PD SB LT TH RT PD 0.0 0.0 0.0 GREEN 0.0 0.0 0.0 YELLOW ----------------------------------------- LEVEL OF SERVICE V/C G/C DELAY LOS 0.032 0.117 30.4 D 0.532 0.117 :5.3 D 0.008 0.117 35.6 D 0.000 0.117 25.9 D 0.001 0.117 30.2 D 0.000 0.192 33.1 D 0.286 0.592 7.9 B 0.791 0.192 44.3 E 0.260 0.592 7.6 B S Ft L 10. T 12.; T 12.E TR 12. 12.' PED. BUT. ARR. TYP Y/N min T N 0.0 3 N 0.0 _ N 0.0 71 N 0.0 _ ------------------------ CYCLE LENGTH = 120. PH-1 PH-2 PH-3 PH- X X X X X X X X 23.0 71.0 4.0 4.0 APP. DELAY 34.9 35.1 7.8 16.._ ---------------------------------------- Delay = 13.3 (sec/veh> V/C = 0.424 0.0 0. 0. 0 0. APP. LOS D D B C ------------ LOS = B ,t =. 'Ru Ti9"C3 = ;..i .'(1. S'-h ••f J��i 'i."S.ktC = ^t' - - S—,,. "0 (i `i'!-;:' /. t i `U Fir)!) "l) -f 1`qq 1 T `<:? Sul 6:i" AM""IvitCl a h? r-i!"1 lH :SdCI " J: `.)!( cl.iCt -;rdt1 1 C)°rk (:)'t l?°F MCI 1,1-A kF-.3B :D 0 0 O'C2 0,0 (a'trT Pd:IcltaE) X I. X 1 i.1. X H.1 X 1.-1 iS X F1 Nt*t 1. �} X HA X H1 I. I PIN I -I 1 ,:3 C:--I-ita I—HH tr--fai_I .;='—H:-{ ,::":—HtA T—Fl:a T = Fil,[)rJ=1"1 _f 1".)A.G' S5iN1 l.J Q-t-Ito NOIs N t.?', ?.:?6 `<) t.) f}?: A, <:?<.)'i': OO 1) c)r0 nt n'- Ot. n :.? apt: A z`2. t.)(?`O ki71 '6HRI "A111 -ill-i:-1 Fi(Izjd -11-i,-1 91= il;:%I d i'(It-: r`.ii ,-!CI rR:i'...I Ci'(. o O1:T l i)' , G 1. r? ":t• t I. fa ", :'! 1.. i? ° t.; l ?:f tr 1 � 'xa9 U 0 lid. C I rk"Ot {?"t:?I: n`(.?[ 1`I Tt:' ? T I"I :, :1-dAtLt_itl S_ wf,l ICE SIKHW.: lAUW :]NIN-dFil (IN:f '_10A Z6, NO ('I: SHH "IOA ° ° ° ° ° . ANRt•it^ 03 68/ZT19...°" .3.twl C113:1......zld ,.I W3, kl l'tT ,kP/t+iH`JI:H/'Wl 113M A,i:Itkl"'NO(,.l_CS35i_:r.).NI 1lalar:l3yy h'r.:IH.,IG!{-1S ..Lct;f;liif I. t-12 ( ''7 '_•, 1985 HCM: SIGNALIZED INTERSECTION=. SUMMARY REPORT INTERSECTION..PARK VIEW DR./HIGHWAY 111 AREA TYPE ..... CBD ANALYST....... N.S. DATE .......... 6/1.2/89 TIME.......... EXISTING PM PL'At: COMMENT....... EX. VOL. WERE MULT. BY A SEASONAL FACTOR OF 1.3 -------------------------------------------------------------------------- VOLUMES GEOMETRY ED WB NB SB : ED WH NB SB LT 4 4 5 56 : LT 10.0 L 10.0 L 10.0 L io& TH 4 5 542 5.39 . R 10.0 T 12.0 T 12.0 T 12.0 RT 17 95 7 47 12.0 R 12.0 T 12.0 T 12.0 RR 2 47 4 23 12.0 12.0 TR 12.0 TR 12.( GRADE HV ED 0.00 2.00 WB 0.00 2.00 NB 0.00 2.00 SB 0.00 2.00 ADJ PKG Y/N Nm 12.0 12.0 12.0 12.0 --------------------- ADJUSTMENT FACTORS BUSES PHF PEDS Nb Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 i( 0.90 50 SIGNAL SETTINGS PH-1 PH-2 PH-3 PH-4 ED LT X TH X RT X PD X, WB LT X TH X RT X PD X GREEN 22.0 0.0 0.0 YELLOW ---------------------------- 4. 0 C). i) 0. 0 LANE GRP ED LT R WB L T R NB L TR SB L TR V/C 0.035 0.093 0.019 0.019 0.276 0.026 0.263 0.293 0.273 G/C' 0.183 0.18= 0.193 0.183 0.183 0.150 ).567 0.150 0.567 NB LT TH RT PD SB LT TH RT PD 0.0 GREEN 0.0 YELLOW LEVEL OF SERVICE DELAY LOS 2'6.0 D 26.3 D 30.5 D 5 2 s:. 9 D 27.4 D --.1 D 8.6 B 34.7 D 9.6 B 12.0 12.( 12.0 12.( ---------------- PED. BUT. ARR. TYPE Y/N min T N 30.8 _ N 30.8 _ N 21.- - N 21._ ------------------------- CYCLE LENGTH = 120.( PH-1 PH-2 PH-•3 PH-z X X X X X X X X 18.0 68.0 4.0 4.0 APP. DELAY 26.2 27.5 8.3 10.8 INTERSECTION: Delay = 10.9 Csec/veh) J/C = 0.277 0.0 0.( 0. 0 0. ( -------------- APP. LOS D D B B ------------- LOS = B 19% HCM: SIeNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..PAi=K VIEW DR./HIGHWAY III AREA TYPE ..... CBD ANALYST....... M.S. DATE .......... 6/12/99 TIME ........... 92 PM PEAK W/O PRO. COMMENT ....... VOL. BASED ON AN ANNUAL GROWTH RATE OF 7% - VOLUMES GEOMETRY ED WB NB SD e ED WB NB SR LT 5 ,.. 6 69 LT 10.0 L 10.0 L io.0 L. 10. TH 5 6 664 662 R 10.0 T 12.0 T 12.0 T 12. E RT 21 116 9 58 a 12.0 R 12.0 T 12.0 T 12. RR 3 58 5 26 12.0 12.0 TR 12.0 T'R 12. 12.0 12.0 12.0 12. 12. _) - 12. V 12.0 - 12. , GRADE ED 0.00 WB 0.00 NB 0.00 SD 0.00 PH-1 ED LT x TH x RT x PD x WB LT x TH x RT x PD x GREEN 13.0 YELLOW -------------- 4.0 LANE GRP ED LT R WB L T R NB L TR SIX L TR ------------- INTERSECTION: HV 2.00 2.00 2.00 2,00 PH-2 0.0 0.0 V/C 0.055 0.138 0.028 0.028 0.408 0.043 0.294 0.499 � i. 298 ADJUSTMENT FACTORS ADJ PKG BUSES PHF PEDS Y/N Nm NC Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 Y ---------------------------- 20 0 0.90 50 SIGNAL SETTINGS PH-3 PH-4 FED. BUT. ARR. TYP: `//N min T N 30.8 = N 30.8 71 N 21._ _ N 21._ v ------------------------ CYCLE LENGTH = 120. PH-1 PH-2 PH-3 PH- NB LT :x TH x RT x PD x SB LT x TH x RT x PD x 0.0 0.0 GREEN 13.0 77.0 O.C) 0.0 YELLOW 4.0 4.0 ---------------------------------------- LEVEL OF SERVICE G/C DELAY LOS APP. DELAY 0.150 28.2 D 23.5 0.150 28.6 D 0.150 33.1 D 30.6 01150 20.1 D 0.150 30.7 D 0.106 36.4 D 6.3 0.642 6.1 B 0.100 40.5 E 9.0 0.642 -----------------------------"--------- 6.2 B Delay = 9.1 (sec/veh) V/C = 0..=40 0.0 0. 0. 0 C), ------------ APP. LOS D D ------------ B LOS = B g 0"uT 8"?S' BOT'0 208`0 -.1 r.1s 3 t'9 Ztf9"0 ViTS'','0 H.1.. r7 8't1 (]. '' t"`?' BOT'o 2t0°0 -I ON <5 T "172 091"O ta6t4 °0 H 0. 1 "8Z w4T'0 SZ0, 7 .I. .3 ti'k•'t• tI :'">'7: ilC�t`t; t:rtla"Cr „1`1 Hd S'U'l ".GrIH t,ti lit} "Adw $0'1 4t)"I-}i! O/El 'JiA "J;tlu :311d-1 MAWS 1 AWS .30 1363 1 -----.....----------- 0 0 -- 0_0 O'l- (a'I- MY I' }_ih c'a°c.r 0"0 c.a`ta 0 - v mOl i:-i r. 0 tt -t, ^t:(: ::t P111359 0"0 WO 0"0 0-81 h3a_}HO X (1 L; J IM J. "I Bs y L''1 Fttt! X u173 X L1c3 .' L-I FIN X L-I `I- v-1'3d :-t ld c'-H•:d i-Hd w_H d 2-'Hd 1-Hd T-Hd -------------------------------------------------------------------------- ' - 2'tz N 09 06'0 0 t.a_ A t:ulz 00"0 utJ 2 8100 N 09 06'0 0 Oz J. Oulz 0010 04 2 8102 N 09 06'0 O Oz h _ _ t" 0 1 0010 " O-B L UIW Nth SIN WN NIA t l M -.WiH "1li`T `tl}_Id £i(T:1d :+lcl s Isri" O:ad PUH dH Dull 'T a>II..ous }.N31. isi vuld ------------------------------------------------------------------------- :rM Welt OW O L " we1.T. I OW A OWL 8 (i'i7.L Us 6 1vt i:,'. ,I':i t 'll 1. O'll. .}_ wz.t 1. 0'0'1 ''tf " Wt' tpe 9 0 H1. Sa'o!1 ta't)L `I n'cat _.t ea'iat 19 W 9 9 6 J-" _._. _ ;9N}i^.t tril U. SINp Il}:, {.!. {•,U.t i.1 ct:it:{I daft""'--- . ..1 t;.d :M .yr._d Wd 16 ....... ILI A Mt hl,W "HU MW �. 3 ## # :d:'%!'st:'..:K#'max # ,..p..,t..a;..yl.X..X..�..u..y. ... ;�>p:�..�..;1.?i •D; �•##Fst..X..� :�.}.y..,y.#'.". #'—E.v.x.'F .�c.af ## ##?E� 3i 3F # �7F # :t.??. �F ieit' #•Yr# i,'..ai•".; # 3F�Y� IN0113 3` IAMNI 0=1'<I-1UNDIS =I. H r:i86T 1955 HCM" SIGNALIZED INTERSECTIONS SUMMARY REPORT �#�z-t��• r•�•�•tt #�#��u•#�•r.•��x�*at•�#x• r-�u�# r•#�•��c x-�� *�#��-�•��w�� a��x•� u#�•�•t�� tt•�� INTERSECTI'ON..FRED WARING DR./HIGHWAY III AREA TYPE ..... C$D ANALYST....... M.S. DATE .......... 6/9/89 TINE ........... 92 AM PEAK W/ PRO. COMMENT ....... VOL. BASED ON '92 VOL. AND TURNING MOVEMENTS --------------------------------------- LT TH RT, RR VOLUMES GEOMETRY E9 WB NE( SP s EB WE+ NB 6 24 5 250 L 10.0 L 1.0.0 L 10.0 3 612 530 T 12.0 T 12.0 T 12.0 9 523 19 5 TR 12.0 T 12.0 T 1.2.0 5 261 6 1 12.0 R 12.0 TR 12.0 12.0 12.0 12.0 12.0 12.0 12.0 GRADE HV tAlB O.00 .2.00 NE+ 0.00 2.00 88 0.00 2.00 EB LT TH RT PD WB LT TH RT PD GREEN . YELLOW LANE GRP. L TR L T R L TR L_ T R INTERSECTION: PH-2 0.0 0. 0 V/C 0. 021 0.009 0. 060 c, . 003 0.797 i,. 016 0.5b5 0.778 0 445 0.015 ADJUSTMENT FACTORS ADS PKG RUSES PHt= PEDS Y/N Nm Nb Y 20 r) 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 SIGNAL_ SETTINGS PH-3 PH-4 0.0. 0.0 0.0 0.0 NB LT TH RT PD SH LT TH RT PD GREEN YELLOW SD L 10.0 T 12. :) T 12.0 T 12.0 R 10.! 12.0 PET. BUT. APR- TYPE Y/N ruin T N 30,3 v N 730. _ _ N27.8 N 27..3 v, ------------------------- CYC.L.E I...ENGTH = 119.0 PH-1 PH-2 F'H-3 PH-4 x x x x x x x x 30.0 .36.0 4.0 4.0 LEVEL OF SERVICE G/C. DELAY LOS APP, DELAY 0.345 19.6 C 19.0 0.345 16.6 C 0,345 19.8 C 29.6 0.345 16.5 C 0.:+45 29.6 D 0. 252 25. 4 D 25.0 0,303 22.9 C 0.252 30.6 D 26.7 0..307, 21.7 C 0.303 le.8 C: Delav = 2R.2 ts(-c/vc-h) V/C = 0.714 0.0 0.0 0.0 0,0 --------------- APP. LOS C D t;, 15 -------------- LOS = D 985 HCM, SIGNALIZED INTERSECTIONS SUMMARY REPORT #�: ��•��###��R# �� x �� R#��# tt �##tc��a �i�ia cer.--#�-x �;:: � e � �� #max v.-�� -��* INTERSECTION..FRED WARING DR./HIGHWAY III AREA TYPE ..... GBD ANALYST.,,,.., M.S. DATE .......... 6/5/89 TIME.,.,..,.,. EX. ADJ. PM PEAKS COMMENT.,...,. EX. VOL. WERE MULT. BY A SEASONAL VAR. FACTOR OF 1.3 ----------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 7 31 5 203 : L 1010 L 10.0 L 10.0 L 10.0 TH 2 1 740 663 : T 12.O T 12.0 T 12.0 T 12,0 RT 7 382 7 1 : TR 12.0 T 12.0 T 12.0 T 12,0 RR 4 250 4 1 12. 0 R 12.0 fR 12. i T 12.0 12..0 12.0 12.0 R 10.0 12.0 12.0 12.0 12.0 ------------------ ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS FED. BUT, ARR. TYPE_ (%) K) Y/N Nm Nb Y/N miry T _=B 0.00 2.00 Y 20 0 0.90 50 N 30.3 .. WD 0.00 2, 00 Y 20 0 0190 50 N 30.3 NB 0,00 2.00 Y 20 0 0.90 50 N 27,8 SB 0.00 2.00 Y 20 0 0.90 50 N 27,8 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = .122.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH PH-4 EB LT X NB LT X 1H X TH X RT X RT X ND X, PD X WB LT X SB LT X TH X TH X RT X RT X PD X. PD X GREEN 27.0 0.0 0.0 0.0 GREEN 41.0 42.0 0.0 0.0 YELLOW 4.0 0.0 0.0 0.0 YELLOW 4.0 4.0 0.0 0.0 ---------------------------------------------------------------------•----- LEVEL OF SERVICE LANE GRP, V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.0.32 0,221 28.3 D 26.4 D TR 0.011 0.221 24.0 C WB L 0.114 0.221 28.9 D 30.4 D T 0.002 0.221 23.9 C R 0.624 0,221 30.8 D NB L % 012 0,336 20.5 C 23.6 C TR 0,590 0.344 21.6 C SB L 0,.774 01336 24.V c 21..6 C' f Q, 504 0.344 26.7 C R 0.000 0.344 16.9 C ----------------------•-----_----- ---------_--------- INTERSECTTON: Delav = 2'.3.2 (sec/veh) V/C - 0,��55 LOS u fI = S01 `:rLS"0 = O/A (49A/DaS) L"t)Z = AL'IaQ :NOI103S831NI 8 B"ZT SZ1710 ------------------- 000"0 :J O b19T 9Zb'O 009.0 1: 21TZ Q Z"6%2 O9Z°0 TBL"0 1 SS 0 F'LT 9Z17-o SB9'O 81 17'61 Q 8'9Z (59Z"O 6TO'0 -I SN (1 219Z SZZ"0 6T2"0 13 212E 91 zlo {Fsoc) o 1 Q 219Z U °BZ 9ZZ"O L`�T'0 '1 SM O t'-�Z 94Z"0 2Ts)°0 81 a 13"9Z Q 9'LZ SZZ"O 9%O'0 -1 S3 SO-1 °ddv Ad-13G 'ddH SO-1 AH730 3/9 O/A' 'd89 3NH7 33I683S r10 13A31 0"0 010 - ----------------------------------------------------- 0'17 0'b M0113A 010 O"O 010 0'b M0-113A 0"0 0"0 0"1S' C;°0:= N3389 0"o O,o , O"O ()°LZ N33a9 X (lr_1 X G l X 18 x .CS x Hi X Hi. x 11 SS X 1-1 am X Qcf - x Gli x 18 X _LS X HI X H1 x 11 SN X 1"1 83 V-lid 2 - i i Z-Hd T-Hd tr-Hd s-Hd Z-Hd T-HH HION3"'1 3"13A3 fi9tJI1135 `IHN9IS R "LZ N 0!4 - -------------------------------------- 06'0 o oz A 0o "z 00 "0 SS 2 B"LZ N 09 06'O 0 (3Z A 00"Z 00.0 SN u2 N 0g 06'0 0 OZ A t)0"Z 00't] am 2 2"02. N OS 06'0 0 OZ A 00"Z 00°0 E17 L U-Mil N/A qN WN N/A (%1 (7) 3dA.1. "'JSH inn °a3d Said AHd S3S11a E)Ad CQH OH 3CIti8q 88010t1d 1N3WiSt1PUH ----'---------------------------------- i)•OT 8 0"•'T 0'ZT 0°ZT 0'7-1 1 O"ZT 41 O"ZT 8 0"ZT e T O OOb 9 88 O ZT 1 0"ZT 1 O"ZT l 0"ZT 81 e T 6 89fr 6 18 0'7T [. O'Z1 L 0'ZT 1 O'ZT 1 a 928 906 T 2 H1 i)"OT 1 0"OT 1 O"OT 1 O"OT 1. - 617Z 9 82 6 11 88 HN SM 83 a as 8N am 83 A813W03n 53Ni1'l06 %L 30 01V8 H_I:M089 1Hf1NNH NH NO Q3SH8 "10A " "' ° ' ° •.LN'3WW0._1 '08d O/M AV3d Wd +Z6. """' •""' °'3WI1 68/S/9."""."."'.BIV(T S,"W"° '°1SAIHNH 0')aq°,""'°3dAJ_ H38H ITT AHMHO W ' 80 ONI8HM 031Jd "NO NO I103S-'_f3_LN I �r'X##.#-Yr iFid#;E3#4k###i:'iiv•#o`F#'[Dk#Yrfi####•R###7F####i4A##############9l'R'######•iF######### ' ! SOd38 A.avwwf1S �:NC17:_I..]3583_LNI Q=72.1:1HNOYS ''WOh1 986: 1955 HCM:-SIGNALIZED INTERSECTIONS SUMMARY REPGR-1 INTERSECTION..FRE:D WARING DR./HIGHWAY 111 AREA TYPE ..... CB.D ANALYST....... M.S. DATE .......... 6/5/89 TIME ........... 92 PM PEAK: W/ PRO. COMMENT ....... VOL. BASED ON --------------------------------------- '92 VOL.. AND TURNING MOVEMENTS VOLUMES ---------------------------------- GEOMETRY EB WB NB SO EH WB NH SH LT 9 84 6 257 : I_ 10.0 L 10.0 L- 10.0 L 10,0 TH 3 1 1011 969 T 1.2,0 r 12.0 T 12.0 T l2 V ?iT 9 475 22 1 -I R 12.0 T 12.0 T 12.0 T 12.0 RR 5 400 5 1 12.0 R 12.0 TR 12.0 l _ 2,i; 12.0 12.0 12.0 R 10.i� 12.0 12.0 12,0 12.0 BRADE (Y.) EH 0.00 WB 0.00 NB 0.00 SB -------------- 0.00 PH-1 EB LT x rH x RT x PD x WB LT x TH x RT x PD x GREEN 27.0 YELLOW 4.0 LANE GRP. EB L T R WB L T R NB L I' R SH L T R INTL.RSECTION: ------------------------------------- ADJUSTMENT FACTO% HV ADO PK:G BUSES PHF PEDS (%) YIN Nm Nh 2.00 Y 20 0 0.90 50 2.00 Y 20 0 0.90 50 2.00 Y 20 0 0.90 50 2.00 Y 20 0 0.90 50 SIGNAL SETTINGS PH-2 PH-3 PH-4 NB LT TH - Rr PD SB LI' TH RT PD 0.0 O.0 0.0 GREEN 0.0 ---------------------------------- 0.0 i>.0 YELLOW LEVEL OF SERVICE VIC BIC DEL-.HY LOS 0.036 0.225 27.6 D 01013 0.225 23.3 Cl 0.303 0.225 29.6 D 0.002 0.225 23.3 C 0,351 0.225 25.6 D 0.019 0.250 25.al D 0.662 0.425 18.4 C Q.806 0.250 40.9 L 0.579 0.425 17.3 C 0.000 -------------------------------- 0.425 12.8 B PED. BUT. YIN min T N 30. N 30.1 N 27.8 N 27.8 ARR, TYPE y� CYCLE LENGTH = 120,V PH-1 PH-2 PH-3 PH-4 x x x x x Y. x x >G,0 b1.0 0.0 0.0 4.0 4,0 0,0 Q.0 APP. DEL..HY Ai-P. LOS :5.8 D 27.7 D 20.1 C 21.9 L Delav = 21.4 (sec/veh) VIC = 0.624 LOS = C -995 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..HIGHWAY III/TOWN CENTER DR. AREA TYPE ..... CBD ANALYST....... M.S. DATE .......... 6/12/89 TIME.......... EXISTING AM PEAK COMMENT....... EX. VOL. WERE MULT. BY A SEASONAL VAR. FACTOR OF 1.3 ----------------------------------------------------------•----------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 176 166 323 140 : L 12.0 L 14.0 L 13.0 L 10.0 TH 845 762 160 96 : L 12.0 T 12.0 TR 13.0 TR 10.0 RT 282 108 62 33 : T 12.0 T 12.0 12.0 R 11..0 RR 141 54 31 16 : T 12.0 T 12.0 1.2.0 1.2.0 . 1-R 15.0 R 15.0 12.0 12.0 12.C= 12.0 1.2.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADO PKG BUSES PHF PEDS PED. BUT. ARR. TYPE ('/.> (%:) Y/N Nm Nb Y/N min T ED 0.00 2.00 Y 20 0 0.90 50 N 18.8 3 WB 0.00 2.00 Y 20 0 0.90 50 N 18.8 NB 0.00 2.00 Y 20 0 0.90 50 N 32.3 3 SB 0.00 2.00 Y 20 0 0.90 50 N 32.3 ,- ---------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 120.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 ' PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X PD X PD X WB LT- X SB LT X TH X TH X RT X RT X PD X PD X GREEN 27.0 35.0 0.0 0.0 GREEN 46.0 0.0 0.0 0.0 YELLOW 4.0 4.0 0.0 0.0 YELLOW 4.0 0.0 0.0 0.0 --------------------------------------------------------------------------- LE'VEL. OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.309 0.225 29.5 D 32.6 D TR 0.919 0.292 33.1 D WB L 0.509 0.225 31.9 D 25.7 D T 0.664 0.292 24.9 C R 0.176 0.292 20.5 C NB 0 0.811 0.383 32.6 D 27.2 > TR 0.432 0.383 18.0 C SB L 0.450 0.383 21.6 C 19.0 c TR 0.197 0.383 16.0 i C R 0.035 0.383 14.9 S --------------------------------------------------------------------------- INTERSECTION: Delav = 28.2 (sec/veh) V/C = 0.770 Lr1S = 1? _995 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..HIGHWAY 111/TOWN CENTER DR. AREA TYPE ..... CBD ANALYST ....... M.S. DATE .......... 6/12/89 TIME ........... 92 AM PEAK W/O PROJ COMMENT ....... VOL. BASED ON AN ANNUAL GROWTH RATE OF 7% EB LT 215 TH 1035 RT 346 RR 173, EB WB NB SB EB LT TH RT PD WB LT TH RT PD GREEN YELLOW VOLUMES WB NB 205 401 933 196 132 76 116 36 GRADE HV 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 ' GEOMETRY SB EB WB No 172 L 12.0 L 14.0 L._ 13.0 118 L 12.0 T 12.0 1"R 1.'3.0 40 T 12.0 T 12.0 12.0 20 T 12.0 T 12.0 12.0 TR 15.0 R 15.0 12.0 12.0 12.0 12.0 ----------------------------------------------- ADJUSTMENT FACTORS ADJ PKG FUSES PHF PEDS PED, BUT. Y/N Nm Nh Y/N min T Y 20 0 0.90 50 N 19.8 Y 20 0 0.90 50 N 18.8 Y 20 0 0.90 50 N 32.3 Y 20 0 0.90 50 N 32.3 SIGNAL SETTINGS PH-1 PH-2 PH-3 PH-4 x N8 LT x TH x RT x PD x SB LT x TH x R x PD 27.0 35.0 0.0 Ct,O GREEN 4.0 4.0 0.0 0.0 YELLOW LANE GRP EB L TR WB L T R NB L TR SB L TR R ------------- INTERSECTION: LEVEL OF SERVICE V/C G/C DELAY LOS 0.378 0.225 30.1 D 1.127 0.292 94.8 F 0. 62 1 0.225 34.1 D 0.813 0.292 27.7 D 0.052 0.292 19.7 C 1.042 0.383 74.5 F 0.533 0.383 19.3 C 0.613 0.383 25.2 D 0.242 0.383 16.3 C 0.042 ------------------------------- 0.::83 15.0 B SB L 10.0 TR 10.0 R 11.0 12.0 12.0 12.0 ARR. TYPE CYCLE LENGTH = 120.0 PH-1 PH--2 PH-3 PH-4 x x x x x x x, x 46.0 Ct ij, i7 0. 0 4. 0 Ct, 0 0. 0 0. 0 ----------------------------- APP. DELAY APP. LOS 76.9 F 29.7 D 54.1 E 2.1.1 C Delav = 52.4 (sec/veh) V/C = 0.964 LOS = _985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT #�#�•x ��•�#�#x�-�!• ��* x ��•t�a��•it#�*t�#its*##*x•�•��#�at•��*�:�*�#•�*�r#� ��•�•� � xis*�•� x•� ��x INTERSECTION..HIGHWAY ill/TOWN CENTER DR. AREA TYPE ..... CRD ANALYST....... M.S. DATE .......... 6/12/89 TIME ........... 92 AM PEAT. W/PROJ. COMMENT....... VOLUMES GEOMETRY ED WR NB SR : ER WR NB SR LT 215 205 401 172 : L 12.0 L 14.0 L 13.0 L 10.0 TH 1065 990 196 118 : L 12.0 T 12.0 TR 13.0 TR 10.0 RT 346 132 76 40 : T 12.0 T 12.0 12.0 R 11.0 RR 173 116 36 20 : T 12.0 T 12.0 12.0 12.0 . TR". 15.0 R 15.0 12.0 12.0 12.0 12.0 12.0 12.0 -----=-------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG RUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) YIN Nm Nb YIN min T ER 0.00 2.00 Y 20 0 0.90 50 N 19.8 31 WR 0.00 2.00 Y 20 0 0.90 50 N 18.8 .7 NB 0.00 2.00 Y 20 0 0.90 50 N 32.3 _ SR 0.00 2.00 Y 20 0 0.90 50 N 32.3 1-1 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 120-0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 ER LT x NB LT x TH x TH x RT x RT x PD x PD x WR LT x SR LT x TH x TH x RT x RT x PD x PD x GREEN 27.0 35.0 0.0 0.0 GREEN 46.0 0.0 0.0 0.0 YELLOW 4.0 4.0 0.0 0.0 YELLOW 4.0 0.0 0.0 0.0 -------------------------------------------- LEVEL 7----------------------------- OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS ER L 0.378 0.225 30.1 D 87.9 F 7R 1.154 0.292 97.5 F WR L 0.621 0.225 34.1 D 30.1 D T 0.862 0.292 29.5 D R 0.052 0.292 19.7 C NB L 1.042 0.383 74.5 F 54.1 E TR 0. Sir 0.383 19.71 C SR L 0.613 0.383 25.2 D 21.1 C TR 0.242 0.383 16.3 C R 0.042 0.383 15.0 R ----------------------------------------------------------------------------- INTERSECTION: Delav = 57.2 (sec/veh) V/C = 0.973 1.013 = E 1985 HCM: SIGNALIZED INTERSECTION'S SUMMARY REPORT INTERSECTION..HIGHWAY Ill/TOWN CENTER DH. AREA TYPE ..... CBD ANALYST....... M.S. DATE. ......... 6/12/89 TIME.......... EXISTING PM PEAK COMMENT....... EX. VOL. WERE MULT. BY A SEASONAL VAR, FACTOR OF 1.3 ---------------------------------------------------------------------•----- VOLUMES GEOMETRY ER WB NB SB : EB WB NH SB LT 120 59 333 131 . L.. 12.0 L 14.0 L 13.0 L 10,0 TH 805 833 13G 100 . L. 12.0 T 12.0 TR 1110 TR 10.0 RT 278 88 02 49 . T 12.0 T 12.0 12.O R 11.,o RR 141 54 31 16 . T 12.0 T 12.0 12.0 12.0 TR 15.0 R 15.0 1'.2. 0 12. C) ----------------------------------------------------------------------------- 12.0 12.0 12.0 12.0 ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PF_D. BUT. ARR, TYPE (%) Q) YIN Nm Nb YIN min T EB 0.00 2.00 Y 20 0 0.90 50 N 18.8 WB 0.00 2.00 1f 1 Y 20 0 0.90 50 N 18.6 NB 0.00 2.00 y 20 0 0.90 50 N 3.2..3 _ SB 0.00 2.00 Y 20 0 0.90 50 N 32.3 71 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 120.Q PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X PD X PD X WB LT X SB LT X TH X TH X RT X RT X PD X PD X GREEN 27.0 35.0 0.0 0.0 GREEN 46.0 0.0 010 0.0 YELLOW 4.0 4.0 0.0 0.0 v "L.LOW 4.0 0.0 C). C) C7,C) --------------------------------------------------------------------------------------- LEVEL OF SERVIRF LANE GRP. V/C 6/0 DELAY rii'P. DELA�. APP. LOS EB L 0.211 0.225 28.8 D 30.=; D TR 0.878 0.292 30.5 :0 WB L 0.179 0.225 28.6 D 25.8 D T 0.725 0.292 25.8 D R 0.111 0.292 20.1 C NB L 0.856 0.383 36.6 D 29.8 D TR 0.436 0.383 18.1. C SB L 0.419 0.323 21.2 C 19.5 C TR 0.213 0.383 16.1 C R 0.070 0.383 15.1 C INTERSECTION: Delay = 27.6 (sec/veh) V/C = 0,70: LOS = D 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT #* x• ��•�• ��* x ��#�*x�• aF*�•��z-�x�##�#*�n*��*��t� u•* ��ttrE t�� r*�•>E��• � x •><��c•�r�t•iF�#�•u.•�#�•*� INTERSECTION..HIGHWAY III/TOWN CENTER DR. AREA TYPE ..... CBD ANALYST....... M.S. DATE .......... 6/12/89 TIME ........... 92 PM PEAK W/O PROD COMMENT ....... VOL. BASED ON AN ANNUAL GROWTH RATE OF 7% VOLUMES GEOMETRY EB WB NB SB EH WB NB SB LT 147 72 408 161 : L 12.0 L 14.0 L 1.3.0 L lo.0 TH 986 1020 169 127, L 12.0 T 12.0 TR 13.0 TR 10.0 RT 341 108 100 60 T 12.0 T 12.0 12.0 R 11.0 RR 141 54 31 16 T 12.0 T 12.0 12.0 12.0 TR 15.0 R 15.0 12.0 12.0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADO PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 2.00 Y 20 0 0.90 50 N 18.6 3 WB 0.00 2.00 Y 20 0 0.90 50 N 18.8 3 NB 0.00 2.00 Y 20 0 0.90 50 N 32.3 3 SB 0.00 2.00 Y 20 0 0.90 50 N 32..3 ---_----------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 120,0 ' PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH--4 EB LT X NB LT X i TH X TH X RT X RT X PD X PD X WB LT X SB LT X TH X TH X RT X RT X PD X PD X GREEN 27.0 35.0 0:0 o.O GREEN 46.0 0.0 0.0 0.0 YELLOW 4.0 4.0 0.0 0.0 YELLOW 4.0 0.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. 'DELAY APP. LOS EB L 0.258 0.225 29.1 D 72.8 F TR 1.111 0.292 78.0 F WB L 0.218 0.225 28.9 D 30.2 D T 0.888 0.292 30.7 D R 0.176 0.292 20.5 C NB L 1.124 0.383 110.9 F 77.2 F TR 0.551 0.383 19.6 C GB L 0,577 0.383 24.2 C 20.1 C: TR 0.264 0.383 16.4 C R 0.093 0.383 15.3 C --------------------------------------------------------------------------- INTERSECTION: Delav = 54.4 (sec/veh) V/C = 0.903 LOS = E 1985 H::M: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..HIGHWAY ill/TOWN CENTER DR. AREA TYPE ..... CPD ANALYST....... M.S. DATE .......... 6/12/09 TIME ........... ?2 PM PEAK W/PROO. COMMENT....... VOLUMES GEOMETRY £B WB NB SB : ED W.B NB SB LT 147 72 409 161 : L 12.0 L 14.0 L 1.3.0 L t0.0 TH 1165 1138 169 120 : L 12.0 T 12.0 TR 13.0 TR lon') RT 341 103 100 60 : T 12.0 T 12,0 12.0 R 1.1.0 RR 141 54 :=1 16 : T 12.0 T 12.0 12.0 12.0 (R 15.0 R 15.0 12.0 :L2.0 -------------------------------------------------------------------------------- 12.0 12.0 12.0 12.0 EB WB NB SB EB LT TH RT PD WB LT TH RT PD GREEN YELLOW GRADE 0.00 0.00 0.00 0.00 22.0 4.0 LANE GRP. EB L TR WB L T R NS L TR SB L TR R HV 1%) 2.00 2.00 2.00 2.00 ADJUSTMENT FACTORS ADO PKG BUSES PHF PEDS Y/N Nm Nb Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 Y 20 0 0.90 50 ---------------------------- SIGNAL SETTINGS PH-3 PH-4 x X x 40.0 4.0 PED, BUT. ARR. TYPE Y/N min T N 12.8 N 18.8 _ N 32.3 •- N 32.3 ------------------------- CYCLE LENGTH = 120.0 PH -I PH-2 PH-3 PH-4 x x X x x x x x 46.0 0.0 0.0 0.0 4.0 0.0 0.0 0.0 APP. DELAY 72.9 27.4 77.2 20.1 ------------------------------------------------------------ INTERSECTION: Delav = 53.6 (sec/veh) V/C = 0,956 V/C 0.317 1.114 0.269 0.867 0.154 1.124 0.551 0.577 () . 264 0. 09.3 NB LT TH RT PD SB LT TH RT PD 0.0 0.0 GREEN 0.0 0.0 YELLOW ----------------------- LEVEL OF SERVICE G/C DELAY LOS 0.183 32.4 D 0.333 77.0 F O..t G3 32.1 D 0.333 27.5 D 0.333 18.2 C 0.383 110.9 F 0.383 19.6 C 11.383 GjJ 24.2 " 0.383 16.4 C 0.383 15.3 C APP. LOS F D F C ------------- LOS = E 1965 HCM: SIGNALI_`/.ED INTERSECTIONS SUMMARY REPORT #####•##ie######s###vt. ###ti.T: Y•#;( s.;.#s•#'Si###Y.#####b:•###r. #####'r. ###############if###ii•# INTERSECTION..PARK VIF_W DR./MONTERY AVE. AREA TYPE ..... CBD ANALYST ....... M.S. DATE .......... 6/1.3/39 TIME.......... EXISTING AM PEAT; COMMENT....... EX. VOL. WERE MULT. BY A SEASONAL VAR. FACTOR OF 1.3 -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SD : ER WB NB SB LT 34 83 36 72 : L 12.0 L. 12.0 L 12.0 L 12.0 TH 20 38 952 777 : T 12.0 TR 12.0 T 12.0 T 12.0 RT 52 64 48 25 . R 15.0 12.0 T 12.0 T 15.0 RR 26 32 24 13 . 12.0 1.2.0 R 10.0 R 10.0 12.0 12.0 12.0 12.0 12.0 J.2.0 12.0 12.0 EB WB NB SB EB LT TH RT PD WB LT TH RT PD GREEN YELLOW GRADE 0. 00 0.00 0.00 0. 00 PH-1 X X x X X X X X 22.0 4.0 LANE GRP. ER L T R WB L TR NB L T R SB L T R -------------- INTERSECTION: ------------------------------------- ADJUSTMENT FACTORS HV ADJ PKG BUSES PHF PEDS (%) Y/N Nm NC 2.00 Y 20 0 0.90 10 2.00 Y 20 0 .).9i:) 30 2. 00 Y 20 0 0. 90 50 2.00 Y 20 0 0.90 50 ----------------------------------- SIGNAL SETTINGS PH-2 PH-3 PH-4 NB LT TH RT PD SB LT TH RT PD 0.0 0.0 0.0 GREEN 0.0 0.0 0.0 YELLOW -------------------------------- LF_VEL OF SERVICE V/C G/C DELAY LOS 0.167 0. 183 31.4 D 0.076 0.183 26.2 D 0.135 0.183 26.5 D 0.376 0.183 33.1 D 0.357 0.183 28.0 D 0.210 0.125 35.9 D 0.585 0.592 10.2 B 0.045 )45 0.592 6.6 B 0.420 0.125 37.8 D 0.455 0.592 9.9 B 0.024 0.592 6.6 B PEP. PUT. ARR. TYPE Y/N min T N 0.0 _ N 0.0 7. N )i.i) N 0.0 _ CYCLE LENGTH = 120.0 PH-1 PH-2 PH-3 PH-4 X X X x X X X X 15.0 71.0 4.0 4.0 APP. DELAY 28. 5 30. B 11.0 11.2 Delay = 13.1 (sec/veh) V/C = 0.520 010 0.0 0.0 0.0 ------------- APP. LOS D D B B ------------- LOS = B 1985 HC•M: SIGNALIZED INTERSECTIONS SUMMARY REPORT •�'�'###Ti#"Yr'X'#•¢.'#ii•'i.#'Nv.'St•I{•#'#•h•�"`i."�"�"k R'it •� Y###'il"i#Yk #-R'##N.'-#######�. #•kii•'Yi'9•#�-'�rt'#'`r. §: YA-##Tt#"f.•##3•R")i'# INTERSECTION..PARK: VIEW DR./NONTERY AVE. AREA TYPE..... CBI) ANALYST....... M.S. DATE .......... 6/13/89 TINE ........... 92 AN PEAK W/O PRO. COMMENT ....... VOL. BASED ON AN ANNUAL GROWTH RATE OF 7 -------------------------------------------------------------------------- VOLUMES GEOMETRY EA WB NB SB EB WB NB SB LT 41 102 45 88 L 1.2.0 L 12.0 L 12.0 L 12.0 TH 24 46 1166 952 : T 12.0 TR 12.0 T 12.0 T 12.0 RT 64 78 59 30 : R 15.0 12.0 T 12.0 T 15.0 RR 32 39 29 15 12.0 12.0 h 10.0 R 10.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.Q ------------------ ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) ('/.) YIN Nm N6 YIN min T EB 0.00 2.00 Y 20 0 0.90 50 N 0.0 71 Wn 0.00 2.00 Y 20 0 0.90 50 N 0.0 NB 0.00 2.00 Y 20 0 0.90 50 N 0.0 _ SD 0.00 2.00 Y 20 0 0.90 50 N 0.0 - -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 120.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT x NB LT x TH x TH x RT x RT x PD x PD x W.B LT x SB LT x TH x TH x RT x RT x PD x PD x GREEN 22.0 0.0 0.0 0.0 GREEN 15.0 71.0 0.0 0.0 YELLOW 4.0 0.0 0.0 0.0 YELLOW 4.0 4.0 C).0 C).0 ------------------------------------------------------------------------------ LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.213 0.193 31.7 D 26.7 D T 0.091 0.193 26.3 D R 0.164 0.183 26.7 D WB L 0.477 0.18.3 34.5 ll 32.0 D TR 0.438 0.183 28.9 D NB L 0.263 0.125 36.3 D 12.7 B T 0.717 0.592 12.0 B R 0.058 0.592 6.7 B SB L 0.51.3 0.125 39.2 D 12.2 B T 0.557 0.392 9.9 B R 0.028 0.592 6.6 B ----------------------------------------•----------------------------------- INTERSECTION: Delav = 14.4 (sec/veh) V/C = 0.640 LOS = B t 4i l`i 111:I-1] OHNMI (ZFt) :iumm `f'y 1!f;Pilw-! �. A ,i. x.,x..�. i%## K#- Y# fr.}g.p #. #..�.#ii+ta##u.pc.#..�.y_,.�..k.:t ti#..�. ##Y•# ## #Nr. #..e..�..R..�. #..x#..h. ik ?£#� x1:K :::� k :: w- li'tF #. '...�..�. {:. #.;-}c 1NTERSECUON„WAFi1::: VIEW DR.7Mi,)NIERY AVE. aREP rYPE.....G8O ANALYST ....... M.S. TIME.......... ' 92 AM PEAK W/ PRO.. COMMENT. „ . , .. Vol. BASED ON 92 VOL. AND FIRNING MOV'F'MP N! -1 --------------------- VOL_UMES --- e 9EOME RY Es WB 018 SR E13 WO m8 SB LT 53 102 45 IvS s I... 12.0 L 12.0 L 1it. 0 I.... 312.0 1"H. 24 46 1.168 952 T 12.0 TF 12.0 T 12.0 1 12.0 RT 66 78 59 30 R 1.5.0 12.0 T 12.0 T 15.O RR: 32 39 29 15 12.0 12.0 R 10.0 R 10.0 1210 1':„ .! t 12.0 1. 0 1.2.0 1. _.0 1:2.0 12.0 ----------- - ADJUSTMENT FORS' GRADE HU AOJ Pk:1_7 RI1;3ES PHF PRI) i PRO. Bur. A1RF'. FYF'E 1%) (%) Y/N Nm Nb Y/N min 1 E D 0.00 2.00 Y 20 0 G. 9t) bo !•,I Q. 0 wo 0.00 2.00 v 20 0 0.90 50 1\1 0.0 so 0. 00 2,00 Y 20 0 O. 9U FAO M 0: t) i -----.._..--------' . '' Pla-i f-'Fl-•' PH-4 PH. ...1 ;-'l-I-:' F1-I-.1i !-'I-1-4. ' EH LT x NU L- I X 1H x IF-! ^ RT .X f21 x F' D x W:S !..'f x SB L7 w ( FI x IN X P( 1x f-tT x ' P> X RO GREEN 22.0 0.0 0.0 0.0 GF•:L-EcN 1.:5.0 11.0 U.0 On) YELLOW 4,0 0.0 0.0 0.0 YELLOW 4.0 4.0 0.0 0.0 -----•-----' - I....F_'VkL OF SERVICE LANE GRP. V /C G/C DELAY LDS APP. DELAY APP. LDS EB L' O. 275 0.183 32.2 0 -... D 1- C)„ O91 0.183 26.3 1') R :). 1 ?5 U. 1ir1:_: 26.7 1) WB L 0.481. 0.1.83 14.6 D 13.9 D I R 0..4.38 0.183 2A.9 I) 1`143 L 0,263 0.125 06.3 D 1 2. , 0 T 0.718 0.592 12.0 R R 0.058 0.592 6. ? 0 T 0. 55? 0. 597! 9. --------.__._.--..-..--:---'-_..-- i NTFRSFKF it IN: -. _..-'-'-__.. Omlav = 1!` n .=.er. ✓mh) U111 _ ()_"s, f I11!" = C: 1995 HCM; SIGNALIZED INTERSECTIONS SUMMARY REPORT ###•###iE###•k#•#####;r##•i##############'r. ######•V.••it#### i...i^.:r.:t. os##################### INTERSECTION..PARK VIEW DR./MONTERY AVE. AREA TYPE ..... CBD ANALYST....... M.S. DATE .......... 6/13/99 TIME.......... EXISTING PM PEAK COMMENT ....... EX. VOL. WERE MULT. BY A SEASONAL VAR. FACTOR OF 1.3 -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SEt LT 49 29 39 52 2 L 12.0 L 12.0 L 12.0 L 12.0 TH 27 22 974 861 . T 12.0 TR 12.0 T 12.0 T 120 RT 51 65 25 55 . R 15.0 12.0 T 12.0 T 1`.0 RR 26 32 13 27 . 12.0 12.0 R 10.0 R 10.0 12.0 12.0 12.0 12.0 12.0 12.0 1210 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nh Y/N min T EB 0.00 2.00 Y 20 0 0.90 Sit N 0.0 WB 0.00 2.00 Y 20 0 0.90 50 N 0.0 3 NB 0.00 2.00 Y 20 0 0.90 50 N 0.0 _ SB 0.00 2.00 Y 20 0 0.90 50 N 0.0 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 1.1.9.Ct PH-1 PH-2 PH-:( PH-4 PH-1 i'H-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X PD X PD X WB LT X SB LT X TH X TH X RT X RT X PD X PD X GREEN 21.0 0.0 0.0 0.0 GREEN 15.0 71.0 0.0 0.0 YELLOW 4.0 0.0 0.0 0.0 YELLOW 4.0 4.0 0.0 0.0 ---------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.236 0.176 32.1 D 29.3 D T 0.106 0.176 26.6 D R 0.134 0.176 26.7 D WB L. 0.139 0.176 31..5 D 29.0 D TR 0.299 0.176 27.7 D NB L 0.22.0 0.126 35.6 D 10.9 B T 0.594 0.597 10.0 B R 0.02E 0.597 6.3 B SB L 0.301 0.126 36.2 D 10.4 B T 0.500 0.597 9.1 B R 0.053 0.597 6.5 B ---------------------------•-------------- INTERSECTION: Delay - 12.2 (sec/veh) V/C - - r B 0.495 LOS - 1985, HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION-PARK VIEW DR. /MONTERY AVE.. AREA TYPE ..... CRD ANALYST ....... M.S DATE .......... 6/13/89 TIME ........... 9'2 PM PEAK W/O PRO. COMMENT ....... VOL. RASED ON AN ANNUAL GROWTH 'RATE OF 7% -------------------------------•-•--- VOLUMES GEOMETRY ER WR NB SR : CR 64 L 12.0 L WR 12.0 NR L 12.0 L S9 12.0 LT TH 61 35 46 : 33 27 1193 1054 T 12.0 TR 12.0 T 12.0 T 12.0 RT 62 80 30 67 a R 15.0 12.0 T 12.0 T 15.0 RR 26 32 13 27 e 12.0 12.0 R 10.0 R 10.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 ------------------------ ADJUSTMENT FACTORS GRADE HV ADJ PKG RUSES FHF PEDS PED. BUT. ARR. TYPE ( ) (%) Y/N 'Nm Nb Y/N min T ER Ct.Oit 2.00 Y 200 �- .90 Sir - N 31.5 WR 0.00 2.00 Y 20 0 0.90 50 N 31.5 31 ND 0.00 2.00 Y 20 0 0.90 50 N 23.5 ,3 SR 0.<r0 L.00 Y 26 - 0 0.90 � 5 0 N 23.5 - --------------- SIGNAL SETTINGS CYCLE LENGTH '= 120.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 ER LT x N11 LT x TH x TH x RT x RT x PD x PD x WR LT x SR LT x TH x TH x RT x RT x PD x PD x GREEN 19.0 0.0 0,0 0.0 GREEN 16.0 73.0 0.0 0.0 YELLOW 4.0 0.0 0.0 0.0 YELLOW ------- 4.0 4.0 0.0 0.0 -----•-------------------------- LEVEL OF SERVICE LANE GRP. VYC G/C DELAY LOS APP. DELAY APP. LOS ER L 0.354 0.158 34.7 D 31.= D T 0.144 0.158 28..1 D R 0.216 0.136 28.5 D WR L 0.199 0.158 33.4 D 31.6 D TR 0.459 0.158 30.7 D NR L 0.252. 0.133 35.6 D 12.0 B T 0.713 0.608 11.3 R R 0.032 0.608 6.1 R SR L 0.350 0.13+3 36.4 D 11.0 H T 0.600 0.608, 9.1 R i R 0.074 0.608 6.2 R ------------------------------------------------------._ INTERSECTION: Delay = 13.2 (sec/veh) V/C = 0.6'15 LOS = R 1985 HrM: SIGNALIZED IN[ERSECllgNS SUMMARY REPORT INTERSECTInNI.PARK VIEW 8K"/MON[GRY AVE. AREA TyPE,."".CBu HNALY51 .^^,,,"^M.S" DATE .......... ±/1J/89 TIME ",,".,"i,"'92 PM PEAK W/ PRO. COMMENT ....... VOL. BASED ON '92 VOL. 4ND Ti|RmlNS NOVEMFNiS ----------------------------~�___^--^-^.—___~^.-____^~~_____^.-'_____--_____-_ VOLUMES . , : GF0ME/Rv E9 we mH S8 : EB WB N8 �8 L[ 128 35 46 104 : L 12,0 | 111.0 |. 12.A lH 33 27 12!0^ 1054 : T 12.0 TR 12,V n n[ 75 90 ^o /,Y : R 15.0 1/,n o RR 26 62 it x/ : 12.0 To x A.o R ^ :12.0 : 12,U ~-___~-____.-_-^_~.-,_____.____~_____~'___-`___~^-_____^___--__`___-'`___-__ ADJUSTMENY FP[10% GRADE Hv PoJ PkG 8iSES PHp , PEoS PFo~ w!|, AxR. |vP�: Q%/ YIN Nm mh` ;/N min | E8 o.,«) 2^0Ov 2V o v.90 50 m �1'�41 �, Wru 0.0V 2.00 Y 20 v N 1,5 N8 V.')o I.m} ; 11".'}N S8 0"00 2^00 f 20 o^y ----_-_-___--'_--___^~~^-^_-_--__-~--~ ------------------------------------ 6IGNAL SIA||lMY" F-wci|, lo PH-1 PH^2 PH-3 PH-4 PA-} Pk-2 PH -A pU~4 EB LT x TH X RT X RF � PD X P0 : WB Al� x SO L? � TH X TH : RT X � ` RT � PD X PV : GREEN 19"0 0.0 0"0 0,0 GREEN 16.0 73.; U. YELLOW 4"0 0,0 0^0 0.0 YELLOW. 4'0 4'0 o'V ~--'-.~_^_____-`-_.~~.--`--__-__^-__-. n.o -------------------------------------- -. |rvpL OF smo[CE LAmE'�R^�. Y��C 8/C (.�\��Y - E� � 0,l44 28.l U R ' V,/*4 0~159 W8 � 0.209 0.158 |� V,459 0"159 �V^7 D ND L 0.%52 /� 1��2 0"133 35^, . B / v'7y) 0.609 11.4 H R V.V12 0-60p 0.1 8 SR i o,569 x9.8 n 7 0,60O 0,608 9.7 n R U.0?4 0.609 6.2 H ------------------- 1NTERSECTION: __^-___-__~_--~-_-^~__-.-�~___-__~-__--+-_~--_~^--=.____^ � V/C O 7o2 LDS � C De1av � 15,4 (sec/veh! � ` ' i995 HCH; SIGNALIZED INTERSECTIONS SUMMARY REPORT #.Y.-#-##Mi: #K #####it V.•#.•#3%•Y####i: ####di•Yr#i'i•#-k##3:#ii•k•tf#k•{(.#.y.#?c1ck#?=is•###•:?5 •te### # #•#v'.Yr#Rii9,e#Si INTERSECT'ION-FRED WAR,ING DR/MON'T'ER'Y AVE. AREA TYPE ..... CBD ANALYST....... M.S. DATE .......... 6/1.';yeg TINE .......... EXISTING AM PEA.. COMMENT....... En. VOL. WERE MOLT. BY A SEASONN- VAN'., FACTOR OF 1,3 VOLUMEfS _ROMET RY EB Ws Ns SB EO WB NB f_B LT ' 160 92 11::= 274 L 12.0 L_ 12.i:7 L 1;,10 L A0.0 TH 696 566 339 394 ..I. 12.0 T 12.0 T 12.0 T 12.0 R.T 79 174 79 105 T 11.0 T 1:2.0 GR 15.0 i'P 1`:,() RR 38 e7 38 92 TR 1 o. 0 W 12.0 12.0 L' EB WB NB SB EB LT I..H RT RD WB LT CH HT RD GREEN YELLOW 12.0 12.0 12.0 ` ADJUSTMENT FACTORS GRADE HV ADJ PKG. BUSES PHF REDS K) Q) Y/N Nm Nb 0.00 2.00 Y 20 0 0, 90 50 0.00 2.00 Y 20 0 0.90 50 0.00 2.00 Y • 20 0 0.90 50 O.od 2,00 Y 20 0 0.90 50 SIGNAL ?SETTINGS - PH-1 PH-:' PH-3'. PH-4 X X X x X n X x 21.0 29. 0 ;.0 3.0 LANE GRP. EB L YR WB L 1.R NB L 'IR SB L T -------------- INTERSECTION: V/C 0.667 0.898 .7, 383 0. /22 0.6L4 0.799 0.796 NB L T 1H RI- RD SB LT T FI F..j: RD 0.0 0.0 GREEN 0, (i 0. 0 Yr.LL13W LEVEL OF SERVICE G/C DELAY LDS 0.175 39.4 D 0. 23 35. 4 D 0.175 33.7 D Q, -- 50.E _ D O :2tiO 2211 :i) 0. 24� _, 27.3 _ D 0.250 39.9 0 0..242 31.4 D RED. BUT . PpR= FyPP Y/N Win T N 29.8 N 29.8 N =1.0 _ N 3:L.t? --------------------------- C:YCL_E LEN04H = 1 _0.0 PH-1 F" l-c PH-::i: PH-4 x x X X APP. DELAY =6.1 27. t.. _4.4 ------------------------------------- Delav = 33.2 (sec_/veh) V/C = 0.911 ` SUMMARY REPORT ` lNTERSECTlON".FRED WHRlN8 DR/MUNlERy AVE" AREA 7YPF..... coo ANALYST ""^^^^,M^S^ DATE ,","",""."6/13/E\q TIME ""^".^.^,,.92 AM PEAK W/O PRO, COMMENT".."^,^VUL. BASED ON AN ONNUAL GRUWTH PATE .OF 0, ~^..,~~-.~_.`-___---______-_~--.~~~^_-___--___-_--___-~-~_^-__________-_-^__- ' YOLUMES 6EOmG[Ry EB W8 N8 90 : EB W8 */8 S8 LT 196, 113 139 336 L 12.0 L 12.o L 12.V L lZ,V TH 868 693 415 470 : T 12,0 l 12^0 l 12.O T 12^0 RT 17 213 97 226 : T 11"0 T 12"0 TR 15"0 [R 15.0. ` RR 38 97 38 92 : TR 10"0 TR 12.0 12m 12^0 : 12"0 12"0 12,0 12"0 12"0 12,0 12,0 12"0 --------------------------- 7------------------------- -------------------- ADJUSTMENT FACTORS ' GRADE HV HD/ PKG BUSES VHF PE0S PED" BUT. pRR. rypE (%) (%) Y/N Nm mb Y/N mzn l E9 0.00 2.00 Y 20 0 3"90 5') N 29.8 J W8 0"00 2.00 Y 20 O 0.90 50 N 29"8 � ^ N8 0"00 2^00 Y 20 O 0.90 50 N 31"0 3 SB ' 0.00 ____________'_--`�~^~_~.�_�____________._~..`~~�______________._---....�^^_~ 2.08 Y 20 0 0"90 5o N 3l.0 � SI L SFTTIHSS CYCLE LENG|H 12Un- ` PH-1 PFI-2 PH-3 PH~4 pH-1 PH-4 ED LT x N8 L[% TH r}| K RT x A1 PD X F\U � / WB LT X` S8 LT � ' nH X 7A S RT x RT & PD X PU : ` GREEN 22.0 29.0 0"0 0^V GREEN 78.0 29^0 0,0 U"Y YELLOW 7.0 _~~~^~._�_�__-_-_',__~-- 3"0 0"0 0.0 YELLOW 3.(} 3"0 0`6 0.0 / --- I -- LEVEL OF SERVICE - LANE GRP" V/C sic DELAY LOS APP. DELAY PPP" LQ6 ` EB L 0.780 0.183 44"4 E 69"7 F TR 1,093 0.242 74^5 F ' wB L 0.,449 0.183 33"9 D 3903 D TR 0,951 0.242, 39"7 D ' N8 L .0"434 0,233 30^4 D 30w7 D . TR 0"781 0.242 30.8 D S8 i 1.050 0.23ƒ 87"F 65,9 F TR 1"012 0^242 '54"4 E ------------------- - INTERgECTlPN: Delay ___--_'~~-..~_~^-__--__________-_-_~�~_~~__._`______-^_ 53^3 (sec/veh) V/C 0.996 LOS = E � ` 1: X. 1- 14' i PA A lf-ttli: IN i it ... .. .. it 1 1 'b 4 IMPM 1 H V PkII-11 d I r. c. J.)!n Pr- D.. On I I I y Pl_ o 29 90 Pit pt I E'N 2V 0 C;RF-.0 1.i . .. ....... t, yr-1 lvl�.4 0 L.EVEL OF V/C G/C DFLAY APP. L01.4 242 Ell 13 1W R 1 009 4 0 242 l t.)56 or F 66, rk 1985 HCM, SIGNALIZED INTERSECTIONS SUMMARY REPOR1 INTERSECTION.,FRED WARING DR/MONIERY AVE. AREA TYPE .....CPD ANAL-YS I'....... N. S. DATE .......... 6/1;>/89 'TIME :........... 9. AM PEAK W/ PRU. COMMENT ........... MITIGATION MEASURES,... VOLUMES ---------------------------------------- GEOMETRY E1- WO NO SB ES WP NP SE+ LT 198 113 139 338 L 12.0 L 12.0 L 12.0 L 12.0 TH 984 745 415 470 T 12.0 T 12.0 T 12.0 -I' 12.0 RT 97 213 97 226 e T 12.0 T 12.0 TR 15.0 T 12.0 RR 36 87 710 92 TR 14.0 TR 14.0 1.2.0 R 14.0 12.0 12,0 12.0 12.0 -------------------------------------------------------------------------- 1.2.0 12.0 S.c.O 12.0 ADJUSTMENT FACTOH5 GRADE HV ADO PPG BUSES PHF FEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EP 0.00 2,00 Y 20 0 0.90 50 N 2,9.8 - WP 0.00 2.00 Y 20 0 0.40- 50 N _9, H NB 0.00 2.00 Y 20 0 0.90 50 N 31,0 SP 0.00 2.00 Y 20 0 0.90 50 N 31,0 _� SIGNAL --- ---------•------------------- SETTINGS CYC(_E LF_NGfH = 1:d0.0 F'H-1 PH- PH-3 PH-4 NH-1 PH--2 PH-3 PH--4 ES LI x NS LT x 1H x TH n RI x RT x PD x H'17 x WS LT x SP LT x )H X TH x R) x RI x HD x PI) x GREEN 22.0 29.0 0.0 0.0 GREEN 28.0 :29.0 0.0 0,0 YELLOW 3.0 3.0 -----------------------------------------------------------•------------------ 0.0 O.0 YELLOW 3.0 3.0 0.C) 0.0 LEVEL- OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EP L 0.788 0.183 45.0 E 59.0 E TR 1..057 0.242 61.7 F !49 I.- 0. 449 0.183 33. 9 1.) 43. H E TR Cl. 990 U. i?42 45, .; E NS L Q. 434 Q. 233 ::,0. 4 TR 0.7H1 0.242 30.H 0 P L 1, C>,`s6 0. 2.33 E39. y F 49. y E I (), 7ti7 Q.242 28.6 ti R 0.544 -- --------- -------'-------- 0.242 2- . 1 1). HfLFRSEt,TIONs Delav = 0-7 (s(-c-/veh) V/C = 0.9':28 LOS = E 7 '?S5 IIC1M: SIGNALIZED INTERSECTIONS SUI'1PV-RY REPORT LNTERSECTION.,FRED WARING DR/MONTERY AVE. AREA TYPE ..... CB0 ANALYST ....... M.S. DATE„, .......6/1 /99 TIME .......... EXISTING PM PEAK _ COMMENT: ...... EX. VOL. WERE: MOLT. F3Y A SEASONAL. VAR. F,purOR OF 1.ai • vuLuriES e GEOMETRY E9 Wri Ns Sr.; EN Wri NB SO LT 152 51 114 254 o L 12.0 L.. 12.0 I:. 1 .0 L- 1':?. t) . TH 549 676 386 309 T 12.0 I" 12.0 T 12.0 1 12.0 RT 74 15,1 78 224 a .1. 11.0 T' 13.0 rw " 1,__ ,, FIR 1q; () RR "i' 75 46 137 IR 10.0 TR 12,0 12. , 1'._. ) 1'2. 0 1'__. 0 ' 1 ... 0 120 1..2.() 12.0 v.C) ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED, soy1 ORR. 1YPF: („) (/) Y/N Nm Nb Y/N min f WB 0.00 2.,00 Y 20 0 0.90 50 N 29.8 ND 0.00 2.00 Y 20 0 0.90. 50 N sl.o ' ^_SB 0.00 2.00 Y 26 0 0.90 50 N 31.0 EP LT TH RT tAjB LT TH R-I' GREEN YELLOW SIGNAL SETTINGS CYCLE LS iH = 120, PH-1 " F'H-2 PH-3 PH-4 PH-1 PH--2 P:4-3 .-.H-4 X I . NB Ll-. X x 21.0 _.0 LANE GRP h_B L TR LOH I.. -1 I T-19 L TR 8k L `TR --------------- INTERSECTION: X TfI x x RT X X ISO X Sri L'I x Y III X X 1:'T x - X" PD x 29, 0 040 0.0 GREEN 31.0 27.0 0.0 on) 3.0 0.0 0.0 YE:LLOW, 310 310 0.0 0.0 LEVEL OF SERVICE V7•C G/ C DEL LOS APP. DEAY DELAY APP. LOS (l 0.691 0.242 27.9 1) 0.866 0.242, 12.8 U 0.322 22 0.258 27.5 D 29. kt D 9. 11 7' 0.258 8 35.0 D 3'L „ 8 D 0, 7f3 Va _t_5 29.9. D -------------- Delay 31.7 (sec_/veh) V/C = 0.760 LOS = U 9 = SCI-I Qb`O = O/A (qOA/D3e) tr`Oy = Aeid0 , W01133SK31NI --------------------------- --- 3 T'ph 941.10 Z.T4)"u )J-L (2 (F'"),i: (1 4. `t:r'. �.i7Z `<.; i..i'•i7'(.1 1 t-lri f h 'qf" Z`( 066'1:) ra_1 agwo tf C.".., A Sul 'ck:Ib AW 1:-i(J r-dW "Sol ,'WARO 0r0 01h c3os 3Nb-I =1;71fi835 AD 1163'i —.__ _-_--.-------.---_---.- Yr.-c; --._--•-------.__---.-----.-, ('<? C5•:' {)-; _ _ ML1•"IAaA. O"i"` •O'O. 1)"1 c-)°s i`1c.11% l7"iY i}-( (7•<.:. •ia"r:,r': Malmo 0.0 O'O O':S. O-'Tz N.l1'JFI Ali k. C3.)1 41 r-i k J `-i x All 17—.11ri .`—I�i.-.i r.'.—Firms L—H._f IT—Hri .. —N•d r':—I'i r-1 T—Ho H 1 ON 3-1 =+' ); t:.(1 f3F)t`J i I i. 9S-RINNE;LT 6 r . A)", 06 F'.; (:? t.1,?. A(rl.T f t)ti"(1 as CP` L _ N v C."e, ;; C7 1.4 �, } t:;(:j ..;r (1(5 "t.5 liP 8,4Z W CK; t"7r,'0 } IN, A OO'- - OO'O rim _. 8`7Z N '(';; C7h'o O IOZ A Of)` - OQ`(`r Ha 3d1..1 `-11:3H 'Isla (1'i1i1 S(731:f dHrai SASW.i EY:Yd C'Oki Fi 300l*i couiDo_I iNaFIS11[rO:H --------------------- 0,71 0,01 t1i .. 26 c?'F.1 .{. C}':(.L 1 (: '.-... 1 t.)"r':-L_ .1. 642 C V 868 ZZ9 HI.• r`�M?y 90f - • �i{'J ii{`( _y • r:i~i I'�I•d Om - +,., „ r 1111%10"i:a I O' r„+ j c I AR WO . - it:., 1 N i',Jww"'. V' o Ulm mono L-.Ir_I .',41a . . ` ' .. - " W 1 .1. ' .::ri Li(: ' Oki C(......:+AAA '.Y38U =„ H Amalld)11i,r-{Ci omiew -i#�-.�iF#�%3f..Y�..y.#-v.ytx..�.x{.�...:�.#.�..�..;t..v.�..,r.a.Yr°c:a..�.�t:..�..;t.??i#'.F•�'.F#v{i;.�.?I.•#3F#?t••7.',{#-#=i?,�#:t.�..'kn##��?t##'.A:Q..t.A'.:K.•#.Y _• tcti'1d:av !, wwwns ' • SNOTI 3 SH INl OWWN915 `trIH 9BI f U � � 985'YCM: SXGNALlXED INTERSECTIDNS SUMMARY REPOR! INTERSFrTlON^.FRED WAR[NG DR)MONlFHY AVE, ��REH !YPE...^,CHI) &13/86' TIME .,,.."",,""'92 PM PEAK W/ PRO. ...,,,,V0L~ BHSFy0N^/97 VOL. AN0 T||RN'ms M0VIoMFWIS _-__-______-_--~-__-__-__'.._,~~^_^^__~___~~~,.^,~___~_-�---___--__-_`~____` vNUmES ^ 1�!LDM \RY 5Bu8 NO S8 : 5k SB L| 199 X2 ' 140 A24 } 14''o 1 1 |. V , t7.: k| 91 185 96 774 : | 11'1) 1 ,o !}, 8R 45 93 48 137 r if i0,n |F/ IZ.0 2'(A A2.C) ,vn/ 1/.0 1it. 0 12.v ly,» -^--------------- A2.Y -------------------------- ~__,,---____---------------- � A0JU5TMFNf FoC(O8S � ____ 5RAOE, nv A().) PK� PAF PRO FoS pFu, m|r. APR. {YpE ' Y/N mm Y/m min i E8 V�oV 1.00 , �2.)V 0191} t.A �0 0,00 2.00 Y 90 5n N 29~10 3 -8 \x) 2,00 Y 0"4o ` SE, 0"00 2"00 Y 20 90 58 N 31,cl -------------------- SIGNAL SETTINGS CYCLE LENGTH 128.0 � PH-1 PH-2 PH-3 9H-4 PH-1 PH-12 PA-3 pH-4 EB LT x NO L1 x � TH X �� /H x ~ Kl « |Rl � PD : f`D W8 LT x |rH SYEA i.TX : Is : PP � � �� ` P0 GREEN 21^0 31.0 0.0 l]"o GREEN 2910 2/,0 0,0 on, -;,0 - _",y o^// vV vp|`i0u o !"'v o,p ",o -__--____-_______-___-'^^_^~^^_--_~'.'.`_~._--__+______--_-_~__~'-_..~_-_-__ ` /fvF| OF AFx;/cF LANE nRP" V/C G/Cl DELAY LDS pPP~ PR*v ApP, /V* o'R2`/ ():1 4P./� F `��.4 [� (� 0.893 0.256, 33,4 D x w8 L 0.258 0.175 A2;b |) f- `rH 1,101 o,250 F pu L o,422 `76,5 0.242 29,/ v 30.A U TR 0,917 0,225 4V,1 t S8 L 0.918 0.242 64.4 F 56,9 F AR 0,936 0"225 42^6 E --------------- ---`~---------------------~-~^`~ INTERSECTION: Delav -------------------------- = 51,7 (sea/veh> V/C = 0,974 L/}S = E I9arm:SIGNALIZED I7mSE10a SUMMARY REPORT I r { /. //r z G it RY AVE. AREA TYPE ..;mo ANALYST ....... ± S. Dr. .�.. w!&m 2r ..........•92 A PEAK w LUG mAga....�mmGA2m'+mma.. VOLUMES : +mwv ED m No 2: m m m m LT 199 62 !q q; . c 12.0 c 12.0 E 12.0 E 12.0 m 765 933 q! 379: I R.o 1 12.0 r l2 o * 12.o q w 18 «6 27 : I 12.0 T 12,0 m !& o ! 12.0 m #s ,a ae ! : IN ,« o m w.o , ,wo w.n 12.0 12. , w.o o.o Ile.. u 12.0 gJmmmleA FORS _.----------- GRADE + 7a SIG BUSES PHF PEDS 7m BUT. m& TYPE R, a, ww _ + ¥G min ! ED 600 &m Y m o 0.90 VO N 29.8 s m 0.00 2.00 Y 20 o 0.9u m N 29.8 3 m mm am Y m o mk VO N 31.0 s 2 Gm am Y 20' o aq VO N 31.0 5 . SIGNAL �Img r LENGTH \m w mw PH-2 m= - mm mr m= m- ED G x m Er x y x m x e x er x q x m x m :! x SB Lr x 9 x m x wr x e X PD x A x GREEN 21.0 2,0 Go mo GREEN :.o :ao mo w, YELLOW Go to Go «o YELLOW to &o ad 0.0 LEv c OP SERVICE --------------- NE mR yc Dc DELAY ms APP. 7i. APP. LOs Es E 0.829 0.175 4Y.4 F #,a o m 0.849 m ae =no e we c « =m m!a 32,6 u 64,7 e m 1.050 0,258 68.2 e No E 0.422 0.242 29.7 J 00.1 o m 0.917 0.225 40.1 E m E 0.«e Game 64.9 F #s, E T 0.613 0.r, 27.9 0 R 0. 597 0.225 29.2 o wrRSECsm: _Iav ------------------------ = 46.3aec/vm, oc=0.9! Em=E _985 HCM: !-NSIGNAL12ED INTERSECTIONS P oe-1 IDENTIFYING INFORMATION- ---------------------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR STREET .............. 3V PEAK HOUR FACTOR ................................. 1' AREA POPULATION.......... ..................... 150000 NAME OF THE EAST/WEST STREET ..................... PARK VIEW DR. NAME OF THE NORTH/SOUTH STREET.........,.......... ENTRANCE 1 NAME OF THE ANALYST......, ........................ Pr. DATE OF THE ANALYSIS (mm/dd/vv).................. 7-19-09 TIME PERIOD ANALYZED ............................. AM 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 20 5 -- THRU 120 76 0 -- RIGHT 20 0 14 -- NUMBER OF LANES ---------------- EB WB NB SO --------------------- ----- LANES 2 2 1' -' _-" P:NT FACTORS F'aoe-2 PERCENT RIGHT' TURN CURB RADIUS (ft) ACCELERATION LANE - GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND 0.00 90 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 1! SOUTHBOUND ----- --- --- - VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND 0 0 O WESTBOUND C) 0 0 NORTHBOUND 0 0 {� SOUTHBOUND --- --- --- CRITICAL GAPS TABULAR'VALUES ADJUSTED SIGHT D'IST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS ---------------- NB 5. S l 5. 50 0 00 5. 0 MAJOR LEFTS WB 5.50 5.50 0.00 J b J._ 50 MINOR LEFTS ND 7.00 7.00 C1, c0 7.00 CAPACITY AND LEVEL —OF —SERVICE --------------------------------------- POTEN— ACTUAL FLOW— TIAL MOVEMENT RATE CAPACITY CAPACITY MOVEMENT v(0cph) c (pcph) c (pcph) 0 M ------------------------ MINOR STREET NB LEFT 6 639 630 RIGHT 1. � 997 997 MAJOR STREET WB LEFT 22 953 953 Pave—_, SHARED RESERVE CAPACITY CAPACITY c (0cph) c = c — v LOS SH R SH > 6.30 > 625 > A 864 1 84:= >A > 997 > 9BI 7 A 953 9'31 A i 1 , 1965 HCM: UNSIGNALIZED INTERSECTIONS Pace-1 •�•�##*�•w��n• �#�i!•�,•��;��et�aea�a��t�•u��•�•�•�• w•w u•as•��;�*�;��•R�a•�x •�####•a*x••� r �•��a��•�•xt IDENTIFYING INFORMATION ------------------------------------------------------------------------ AVERAGE RUNNING SPEED, MAJOR STREET. .............30 PEAK`HOUR FACTOR .................... ........,, 1 AREA POPULATION .............. ....I.......... 150000 NAME OF THE EAST/WEST STREET.,,..,,. ENTRANCE NAME OF THE NORTH/SOUTH,STREET.....,....,.......,. HWY III NAME OF THE ANALYST,. PF; DATE OF THE ANALYSIS (Am/dd/vv)................. 7-10-84 TIME PERIOD ANALYZED. AM OTHER INFORMATION: INTERSECTION TYPE AND CONTROL INTERSECTION TYPE_: T--INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH' CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES ------------------------------------------------ EB WIi NB SB LEFT — 22 0 51 THRU -- 0 1030 1055' RIGHT -- 22 51 C? NUMBER OF LANES EB WLi N:.0 SB --------------------- ----- LANES -- 2 2 2 ADJUSTMENT FACTORS Pane-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR' RIGHT. TURNS FOR RIGHT TURNS EASTBOUND ----- --- --- - WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION ----------------------- ---------------------------------------------- % SU TRUCKS % COMBINATION' AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 .0 SORTHBOUND 0 0 0 -CRITICAL GAPS --------------------------- 7----------------------------------------- TABULAR.VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL -GAP MINOR RIGHTS WB 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.50 5.50 0.00 5.50 MINOR LEFTS WB 7.00 7.00 0.00 7.00 CAPACITY AND LEVEL —OF —SERVICE Pane-3 POTEN— ACTUAL FLOUT— TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c — v LOS 0 141 SH R SH MINOR STREET I+lB LEFT 24 RIGHT 24 MAJOR STREET SP LEFT 56 75 65 598 598 3i>0 300 65 5913 _00 41 E 574 A 244 C 1?85 HCM: UNSIGNALIZED INTERSECTIONS Arne-: IDENTIFYING INFORMATION ------------------------------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR STREET .............. .0 PEAK HOUR FACTOR ................................. I AREA POPULATION .................................. 150000 -, NAME OF THE EAST/WEST STREET ..................... i FRED WARING DR. NAME OF THE NORTH/SOUTH STREET................... ENTRANCE 3 NAME OF THE ANALYST...,....,.....> ................. PK, DATE OF THE ANALYSIS tmm/dd/ya7.................. 7-10-59 TIME PERIOD ANALYZED.. ........................ AM OTHER INFORMATION: INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSF_CTION MAJOR STREET DIRECTION.' EAST/WEST - CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES EP WS NH SH ---- ---- ---- ---- LEFT 10 0 -- 9 THRU 163 664 -- 0 RIGHT 1.) 32 -- 9 NUMBER OF LANES --------------- ELi WD NB SP. --------------------- ----- LANES 2 2 -- 1 ^7USTMENT FACTORS Paae-2 --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------------ ----------------- EASTBOUND 0.00 90 20 N 'WESTBOUND 0.00 90 20 N NORTHBOUND ----- --- --- - SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION --------------------------------------------------------------------- % SU TRUCKS % COMBINATION AND RV'S VEHICLES 7 MOTORCYCLES ----------- ------------- ------------- EASTBOUND 0 0 O WESTBOUND 0 0 0 'NORTHBOUND --- --- --- SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Tabled 0-2) VALUE_ ADJUSTMENT CRITICAL. GAP -------------- MINOR. RIGHTS -------- ----------- ------------ SB 5.50 5.50 0.00 5.50 MAJOR LEFTS EB 5.50 5.50 0.00 5.50 MINOR LEFTS GB 7.OLi 7.00 0.00 7.00 CAPACITY AND LEVEL -OF -SERVILE POTEN- ACTUAL FLOW TIAL MOVEMENT SHARED RATE CAPACITY CAPACITY CAPACITY MOVEMENT v(o+cph) c (pr_ph) c S,_cph) c (rcph) D h, SH MINOR STREET SB LEFT 10 245 242 RIGHT 10 747 747 MAJOR STREET EB LEFT 11 493 493 Pace RESERVE CAPAC I T'Y c = c - v LOS R SH > 24• 365 > 346 `H > 747 > 737 > A 482 1995 HCM: UNSIGNALIZED INTERSECTIONS Page-! IDENTIFYING INFORMATION ----------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR STREET .............. 30 PEAK HOUR FACTOR ................................. 1 AREA POPULATION ................................... 150000 NAME OF THE EAST/WEST STREET., .................... FRED WARING DR. NAME OF THE NORTH/SOUTH STREET ................... EMTRANCE 4 NAME OF THE ANALYST ................... i.......... Pk:: DATE OF THE ANALYSIS (mm/dd/yv)................7 7-10-89 TIME PERIOD ANALYZED ............................. AM OTHER INFORMATION: INTERSECTION, TYPE AND CONTROL j INTERSECTION TYPE: T-INTERSECTION _ MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE SOUTHPOUND: STOP SIGN TRAFFIC VOLUMES i { i ED WP NB SB LEFT 0 0 -- 9 THRU 172 696 -- 0 -� RIGHT 0 20 -- 0 l� NUMBER OF LANES --------------------------------------------------------------------- ER WB NB SR ------- ------- ------- ------- LANES 2 2 -- 1 "19TMENT ---------------------------------------------------------------- FACTORS Fang-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE' GRADE ANGLE FOR RIGHT TURNS FOR FIGHT TURNS EASTBOUND 0.00 _------ 90 ----------------- 20 ----------- ------ N WESTBOUND 0.00 90 20 N NORTHBOUND ----- --- --- - SOUTHBOUND 0.00 90 20 ,! VEHICLE COMPOSITION ---------------------------------------------------------------------- X SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND ----------- ------•------- 0 ------------- 0 0 WESTBOUND C) 0 Ci NORTHBOUND SOUTHBOUN➢ CRITICAL GAPS MINOR RIGHTS SB MAJOR LEFTS ER MINOR LEFTS SB C) 0 0 TABULAR VALUES ADJUSTED SIGHT ➢IST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP 5.50 5.50 0.00 5.50 5.50 5.50 0.00 5.50 7.00 7.00 0.00 7.,Oti CAPACITY AND LEVEL —OF —SERVICE MOVEMENT MINOR STREW SB LEFT RIGHT MAJOR STREET EB LEFT Pape-3 POTEN~ ACTUAL FLOW— TIAL MOVEMENT SHARED' RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY v(ocph) c (pcph) c (pcph) c 'pcph> c = c ~ v LOS o _______ ________ M _________ SH ____________ R SH ____________ ___ 10 236 236 > 236 226 > C . > 236 226 >C 0 738 738 > 738 / 73R > A 490 480 A Lj it 1985 HCN: I.NSIGNAL.IZ D INTERSECTIONS' . ��#.�.��•��x#�t��#�x��•iF•��t�;.x��-�x-�+�•��ab��exuK�i;-�ttrtt��rrr,�x��s�tt-z-�9.�x#rc•re-s IDENTIFYING INFORMATION AVERAGE RUNNING SPEED. MAJOR STREET .............. 30 PEAK HOUR FACTOR ................... ...... 1 AREA POPULATION....... ........... ... 150000 NAME OF THE EAST/WEST STREET ..................... PARK: VIEW DR., NAME OF THE NORTH/SOUTH STREET....... ............. ENTRANCE 1 NAME OF THE ANALYST..... .................. PK DATE OF THE ANALYSIS (mm/dd/y'e) .................. —10-89 TIME PERIOD ANALYZED .......... ....'............ ... PM. OTHER INFORMATION: INTERSECTION TYPE AND CONTROL ---------------------------------------------------------------------- INTERSECTION `!'YPEL T—INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND,: STOP SIGN TRAFFIC VOLUMES --------------- ED LEFT 0 THRU 51 RIGHT 26 NUMBER OF LANES ----------------- EH LANES 2 WS NB 42 26 SB U 0 ., 90 SB NB' 1 SB b ADJUSTMENT FACTORS Pace-2 --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE - GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS --------- ------------------ EASTBOUND 0�00 90 20 N WESTBOUND 0.00 90 20 N �i 'NORTHBOUND 0.00 90 20 N SOUTHBOUND ----- --- --- VEHICLE COMPOSITION ----------------------------------------=----------------------------- SU TRUCKS % COMBINATION FIND RV'S --VEHICLES % MOTORCYCLES ------------------------------- - EASTBOUND 0 0 0 WESTBOUND, 0 0 0 NORTHBOUND 0. 0 0 1 SOUTHBOUND --- --- --- CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS NB 5.50 5.50 0.00 5.50 MAJOR LEFTS WB - J.JO 5.50 0.00 5.50 MINOR LEFTS NB 7.00 7.00, O:00 7.00 CAPACITY AND LEVEL -OF -SERVICE ----------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT RATE CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) o M MINOR STREET ND LEFT 29 666 647 RIGHT Be 999 995 MAJOR STREET WP LEFT 46 996 996 P acl c- SHAMED RESERVE CAPACITY CAPACITY c (ccph) c = c - v 1_05 SH R SH 647 b19 A 881 764 ;H 99S 910 A 996 950 A 1985 HCM: UNSIGNALIZE_ INTERSECTIONS P�ac-1 ###•K.•###tF•i'r##?6##le##i.#####<k: #•####ii-##iF##ti#.#t'r##'f. #?E#######iFit##i'. ###i£#irii•tr. ik•k#"m. IDENTIFYING INFORMATION AVERAGE RUNNING SPEED. MAJOR STREET .............. 30 PEAK: HOUR FACTOR ....................... ......... ]. AREA POPULATION .................................. 1500U00 NAME OF THE EAST/WEST STREET ..................... ENTRANCE 2 NAME OF THE NORTH/SOUTH STREET ................... HWY III NAME OF THE ANALYST....,...,................... .,..— PK ,i DATE OF THE ANALYSIS (mm/dd/yv).................. 7-10-89 TIME PERIOD ANALYZED-- ....................... PM OTHER INFORMATION: INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES ----------------------------------- EB WD NB SD LEFT -- 13a 0 105 ' THRU -- c> 1507 1223 RIGHT - 133 105 r NUMBER OF LANES -- --------------------------------------------- EB WB NB SB -------------------- ----- LANES -- - --------------------------------------------------------------------- FACTORS Faoe-� PERCENT RIGHT TURN CURB RADIUS (4t) ACCELERA'TION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND ------ -- --- --- --- ----------------- - WESTBOUND 0.00 90 20 pl NORTHBOUND 0.00 90 20 N SORTHBOUND 0.00 90 20 N VEHICLE COMPOSITION ---------------------------------------------------- ------------------ I ' % SU TRUCES % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND ----------- --- ------------- ------------- --- --- WESTBOUND 0 O 0 NORTHBOUND C) i 0 SOUTHBOUND 0 0 0 r CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS ._ WB J. 56 5.50 0.00 5.50 MAJOR LEFTS SB 5.50 5.50 0.,00 5.50 MINOR LEFTS WB 7.00 7.00 0.00 7.0o G CAPACIT`/ AND LEVEL —OF --------------------------------------------------------------------- -•SERVICE Paoe—z• POTEN— ACTUAL FLOW— TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(ocph) c (pcph) c (pcph) c (pcph) c = c — v LOS p M SH R SH MINOR STREET WD LEFT 146 75 1? 19 —127 F RIGHT 146 422 422 422 276 C. MAJOR STREET SP LEFT 116 145 145 145 30 E 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION AVERAGE RUNNING SPEED. MAJOR STREET............,.. 30 PEAK HOUR FACTOR ................................. 1 AREA POPULATION .................................. 150000 NAME OF THE EAST/WEST STREET ................ .... FRED WARING DR. NAME OF THE NORTH/SOUTH STREET ................... ENTRANCE L NAME OF THE ANALYST .............................. PK DATE OF THE ANALYSIS tmm/dd/vv?.................. 7-10-89 TIME PERIOD ANALYZED ............................. PM OTHER INFORMATION: INTERSECTION TYPE AND CONTROL ------------------------------------------------------------------ INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE SOUTHHOUND: STOP SIGN TRAFFIC VOLUMES EB WD NH SR LEFT 21 0 -53 - THRU 164 780 -- 0 RIGHT 0 63 -- S', NUMBER OF LANES Eft W8 NH SD - --- LANES 2 2 -- 1 J ADJUSTMENT FACTORS ---------------------------------------- Pape-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS - EASTBOUND 0.00 90 --------- 20 ----------------- N - WESTBOUND 0.00 90 20 N NORTHBOUND ----- -•-- --- SOUTHBOUND , 0.00 90 20 N VEHICLE COMPOSITION ------------------------------------------------•--------------------- SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ----------- ------------- EASTBOUND 0 0 ------------- Ci - WESTBOUND 0 0 0 NORTHBOUND --- --- ---• SOUTHBOUND 0 0 0 CRITICAL GAPS ------------------------------------------------------------------------ TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS ---- ----------- ------------ SB 5.50 5.50 0.00 5.50 MAJOR LEFTS EB 5.50 5.50 0.00 5.50 MINOR LEFTS GB 7.00 t 7.00' 0.00 7.00 CAPACITY AND LEVEL —OF —SERVICE pane—._ --------------- POTEN— ACTUAL FLOW— TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(ocph) c (pcph) c (pcph) c (pcph) c = c - v LDS n M SH R SH ------------------------ ------------------------ --- MINOR STREET SB LEFT 58 191 185 RIGHT 58 684 684 MAJOR STREET EB LEFT 23 405 405 105 > 126 > D 2?1 > 174 )D 684 > 626 > A 405 321 B ! 1985 HCM; UNSIGNALIZED INTERSECTIONS Pace-1 'R'K'IE'I!'?E'{F'Y."YC'SE'#'X"IE'k"Y"V."FF'IF'iF'y: "T'1S"'Yf'X"pit"}"i:"Y.'};E"YCIi'Y^.,'IF1Y'#'A"YTii"YC'{EdF'YC'N"U."IF'K'IE'H'ifr'YCtY"IF'IF'IE'SF]Y"x"�{E'�'YC'YS'IX'%'%"IE'YC'IE'N' IDENTIFYING INFORMATION -------------------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR STREET .............. 30 PEAK HOUR FACTOR.................... .......... 1 AREA POPULATION .................................. 150000 NAME OF THE"EAST/WEST STREET ..................... FRED WARING DR. NAME OF THE NORTH/SOUTH STREET ................... EMTRANCE 4 NAME OF THE ANALYST .............................. PK DATE OF THE ANALYSIS (mm/dd/vv).................. 7-10-89 TIME PERIOD ANALYZED ............................. PM OTHER INFORMATION: INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE; T—INTERSECTION MAJOR STREETbIRECTION: EAST/WEST CONTROL TYPE SOUTHBOUND; STOP SIGN TRAFFIC VOLUMES ER WB NB SP LEFT 0 0 -- 53 THRU 217 843 -- 0 RIGHT 0 42 -- i) NUMBER OF LANES ------------------------- ------------------------------------------- EB WEs NH SB LANES 2 2 -- 1 ----------------------------------------------------------------- F'aoe-c PERCENT RIGHT TURN_ CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND ------- 0.'00 ---------- 90 ---------------- 20 ----------------- N WESTBOUND 0,.00 90 20 N NORTHBOUND ----- --- --- - SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION ---------------------------------------------------------------------- SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND 0 0 0 WESTBOUND 0 0 0 ! NORTHBOUND --- _ --- --- SOUTHBOUND 0. 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAF'. MINOR RIGHTS SB 5. so 5.50 0. 00 5. 50 MAJOR LEFTS 'EB 5,50 5.50 0,0f) 5.50 MINOR LEFTS SB 7.00 7.00 C),00 7.00 CAPACITY AND LEVEL —OF —SERVICE ------------------------------ pace— POTEN— ACTUAL FLOW— TIA_ MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT u(ncph) c (pcph) c (pcph) C. (ph) cpc = c — v LOS o M SH R SH ------------------------------------------------ --- MINOR STREET SB LEFT 58 170 170 RIGHT 0 669 669 MAJOR STREET EB LEFT V 385 395 170 111 :? D 170 111 D 669 > 669 A 38` 38= B 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION- MAIN ENTRANCE/SR 111 AREA TYPE ..... CBD ANALYST ....... PK DATE .......... 7/11/89 TIME .......... 199'2 AM PEAK W/PROJ COMMENT....... MITIGATION ----=---------------------------------------------------------------------- MEASURES _ VOLUMES GEOMETRY EB WB NB SB EB WB NB SB I LT 0 22 0 51 12.0 L 10.0 T 12.0 L 10.0 TH 0 0 1030 1055 : 12.0 R 12.0 T 12.0 T 12.0 RT 0 22 51 0 12.0 12.0 T 12.0 T 12.0 RR 0 0 0 0 12.0 12.0 R 10.0 T 12.0 12.0 12.0 12.0 12.-0 12.0 12.0 12.0 12.0 ADJUSTMENT FACTORS -------------------- GRADE HV ADJ FKG BUSES PHF PEDS PED, BUT. ARR. TYPE_ W (%) Y/N Nm Nb Y/N min T EB 0.00 2.00 N 0 0 0.90 0 N 30.8 - WB 0.00 2.00 N Ci C> 0.90 0 N 30.6 3 NB 0.00 2.00 N 0 0 0.90 0 N 10.8 3 SB 0.00 2.00 --------------------------------------------------------------- N 0 0 0.90 - 0 N 10.8 SIGNAL SETTINGS CYCLE LENGTH = 60.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT NB LT TH TH X RT RT X PD PD X WB LT X SB LT X TH TH X RT X RT PD X -------------------------------------------------------------------------- PD x LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP, DELAY APP. LOS WD L 0.104 0.167 16.1 C 13.4 B t 0.063 0.2B3. 10.1 B NB T 0.392 0.667 3.0 A 3.6 A R 0.383 0.117 16.5 C SB L 0.."00 0.133 18.1 C 3.6 A T 0.402 0.667 3.0 A ------------------------------------------------------- INTEFiSECTION: Delav = ,3.8.Ssec/veh) V/C = 0.: 6 LOS - A } -,I 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT - �#�+•�••�•�#��•�-�*�t��t�t•�*�r•��**��a�#r•��**�x•�•*+x-�c•x-*�c•##it##��t-x�*��*��ic-��•�r•��z•r•�**� INTERSECTION -MAIN ENTRANCE/SR III -` AREA TYPE ..... CPD fl ANALYST ....... PK DATE .......... 7/11/89 TIME .......... 1992 PM PEAK W/PROJ J COMMENT....... MITIGATION -------------------------------------------- MEASURES VOLUMES 7--------------------------- GEOMETRY EB WB NH SR : ER WB N8 SD LT C) 133 0 105 12.0 L 10.0 T 12.0 L 10.0 TH 0 0 1507 1223 12.0 R 12,0 T 12.0 T 12.0 ' RT 0 13.:. 105 0 : , 12.0 12.0 T 12.0 T 12.0 RR 0 0 0 0: 12.0 12.0 R 10.o T 12.0 12.0 12.0 12.0 12.0 I� --------------------------------------------------------------------- 12.0 12.0 12.0 12.0 - ADJUSTMENT FACTORS - GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) W Y/N Nm Nb Y/N min T EH O. ()0 2. 00 N 0 0 0.90 0 N' 25.6 3 W8 0.00 2.00 N 0 0 0.90 0 N 25,8 .3 N9WOO 2. 00 N 0,' C) 0. 90 0 N 8,0 31 SB 0.00 2.00 -------------------------------------------------------------------------- N 0 0 0.90 0 N 8.0 3 SIGNAL SETTINGS CYCLE LENGTH = 75.0 i PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 ER LT NH LT _ TH TH X RT RT X PD PD X WB LT X SR LT X TH TH X i RT X RT 'PD X -------------------------------------------------------------------------- PD X LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS ARP, DELAY APP. LOS WB L 0,782 0.133 36.5 D 26,8 D R 0.478 0.227 17.0 C ' NB T 0.636 0,600 6.6 t .10.5 B R 0,986 0.0g3 72,2 F SB I_ 0,619 0. 133 27. 5 D 9.71 B T 0,583 0.533 7.9 B ---------------------------- INTERSECTION: Delav = 11.3 (sec/veh) V/C=•0.597 LOS --- B --- e u