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St. Moritz Hotel Traffic Study 1"-' .... ;; ...... ., SAI~T :\IORITZ HOTEL TRAFFIC STL'DY FINAL REPORT Project #95156 Oct95/95156COV.02 Prepared by: David Plummer & Associates, Inc. 1750 Ponce de Leon Boulevard Coral Gables, FL 33134 December 29, 1995 :0,:: \.- . TABLE OF CONTENTS . PaQe # .. EXECUTIVE SUMMARY 1 . INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . .. 1 Project Background . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1 Study Area ....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1 Study Objective . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ;'. .. 1 2. PROJECT SITE INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . " 3 Project Site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3 Parking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3 Access . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5 3. 1997 TRAFFIC CONDITIONS WITHOUT PROJECT TRAFFIC . . . . . . . .. 6 Data Collection ....................................... 6 ~-""~~-~-==-''"Exrsfir\gcondjt~'~-.~-:7:':::~:':":'.~:':'~':.".':' :':".: .. . . . . . . ~'. 6 Existing Pedestrian Volumes .............................. 7 1997 Background Traffic Without Project. . . . . . . . . . . . . . . . . . . . " 7 1997 Levels of Service Without Project . . . . . . . . . . . . . . . . . . . . . .. 8 4. 1997 TRAFFIC CONDITIONS WITH PROJECT TRAFFIC . . . . . . . . . . .. 16 Project Trip Generation .................................. 16 Project Trip Distribution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 19 1997 Background and Project Traffic . . . . . . . . . . . . . . . . . . . . . . . . . 21 ., 1997 Levels of Service With Background and Project Traffic . . . . . . . .. 21 1997 Pedestrian Volumes With Project ....................... 28 5. SIGNAL WARRANT ANALYSIS ............................ 30 6. CONCLUSIONS ....................................... 33 (:;, _.. (E . LIST OF TABLES Pace # TABLE 1 - Pedestrians Crossing Collins Avenue at 16 Street ............. 7 TABLE 2 - ITE Trip Generation Rates ............................. 17 TABLE 3 - Trip-Types During Full Occupancy . . . . . . . . . . . . . . . . . . . . . . .. 18 TABLE 4 - Cardinal Distribution for TAZ 19 . . . . . . . . . . . . . . .. . . . . . . . .. 19 TABLE 5 - 1997 Intersection LOS's With and Without Project Traffic ....... 21 TABLE 6 - 1997 Pedestrian Volumes with Project Traffic. . . . . . . . . . . . . . .. 28 TABLE 7 - Summary of Signal Warrants Analysis. . . . . . . . . . . . . . . . . . . .. 32 LIST OF FIGURES Pace # Figure 1 - Location Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2 '-Figure--2:'~p'roposed Project Access .............................. 4 Figure 3 - 1997 AM Peak Hour Turning Movements (No Project) .......... 9 Figure 4 - 1997 Midday Peak Hour Turning Movements (No Project) ........ 10 Figure 5 - 1997 PM Peak Hour Turning Movements (No Project) . . . . . . . . . .. 11 Figure 6 - 1997 AM Peak Hour Levels of Service (No Project) ............ 13 Figure 7 - 1997 Midday Peak Hour Levels of Service (No Project) . . . . . . . . .. 14 Figure 8 - 1997 PM Peak Hour Levels of Service (No Project) . . . . . . . . . . . .. 15 Figure 9 - Project Trip Distribution ............................... 20 Figure 10 - 1997 AM Peak Hour Turning Movements (With Project) ........ 22 Figure 11 - 1997 Midday Peak Hour Turning Movements (With Project) . . . . .. 23 Figure 12 - 1997 PM Peak Hour Turning Movements (With Project) . . . . . . . .. 24 Figure 13 - 1997 AM Peak Hour Levels of Service (With Project) .......... 25 Figure 14 - 1997 Midday Peak Hour Levels of Service (With Project) . . . . . . .. 26 Figure 15 - 1997 PM Peak Hour Levels of Service (with Project) . . . . . . . . , .. 27 @EJ EXECUTIVE SUMMARY In response to a request for proposals from the City of Miami Beach, the Saint Moritz Hotel Corporation has entered an agreement with the City of Miami Beach Redevelopment Agency to jointly develop a hotel on Collins Avenue (SR A 1 Al at 16 Street in Miami Beach, Florida. The project will consist of a hotel, ballrooms, meeting/seminar rooms, restaurants, and retail space. The opening of the hotel is slated for late 1997. ~efrafficimpacts'ofihe project on the ~'dj~~;~t-;ignali';~d-i~tersections on Collins Avenue were analyzed. This analysis showed no significant difference in level of service at these intersections in 1997 with project traffic. A signal warrant study was also undertaken to determine if a traffic signal is warranted at the proposed Collins Avenue/16 Street intersection (the main project driveway) at project buildout. The results of this study reveal that a traffic signal is warranted based on vehicular volumes and pedestrian volumes. o @E] , . INTRODUCTION Proiect Backaround In response to a request for proposals from the City of Miami Beach, the Saint Moritz Hotel Corporation has entered an agreement with the City of Miami Beach Redevelopment Agency to jointly develop a hotel on Collins Avenue (SR A' A) at '6 Street in Miami Beach, Florida (see Figure '). The project will consist of a hotel, ballrooms, meeting/seminar rooms, restaurants, and retail space. The opening of the hotel is slated for late' 997. Study Area The study area, as determined in a pre-application meeting with the Florida Department of Transportation (FDOT) District Six Permits Office, is Collins Avenue from , 5 Street to Lincoln Road. Studv Obiective The objective of this study is two-fold. First, the impacts of the project on the adjacent signalized intersections on Collins Avenue (15 Street to the south and Lincoln Road to the north) were analyzed. Second, a traffic signal warrant study was undertaken to determine if a traffic signal is justified at the proposed Collins Avenue/'6 Street intersection. Saint Moritz Hotel Traffic Study 1 December, 1995 ~ (Ad @E) ARTHUR GODFREY RD JULIA TUTTLE CSWY ~ ,,'.s. LINCOLN RD 16TH ST BISCAYNE BAY Cl II: Z o !:l c 'IU :. ~ ~ ~ " ~ ~ CIC f IU :. ~ ; .. .. 8 ATLANTIC OCEAN 5TH ST [dps] LOEWS IIIAIII BEACH HOTEL 95156 FIGURE 1 LOCATION MAP 2 2. PROJECT SITE INFORMATION Proiect Site The project site is on the east side of Collins Avenue at 16 Street. As part of this project. an extension of 16 Street is proposed between Washington Avenue and Collins Avenue (see Figure 2). The project site will consist of the following: · .!:!QNl - 800 rooms · Grand Ballroom - 28.000 s.f. · Junior Ballroom - 8.000 s. f. · Seminar/Meetino rooms - 16.000 s.f. · Laroe restaurant - 250 seats · Small restaurant - 100 seats · Retail - 6.500 s.f. Parking Parking will be provided on-site and off-site. The proposed on-site parking (approximately 190 spaces) will be for valet use only. A 800-space parking garage is proposed. as part of this development. on 16 Street between Collins Avenue and Washington Avenue. This parking garage will be used for spillover valet parking and self-parking for hotel patrons. This parking garage will also be open to the public (see Figure 2). Saint Moritz Hotel Traffic Study 3 December. 1995 (:-', @E) NORTH SERVICE DWY N. T .s. PROPOSED LOEWS MIAMI BEACH HOTEL SOUTH SERVICE DWY FIGURE 2 PROPOSED PROJECT ACCESS 15151 . i . I I "I . , J 1 I J I I ) I IE II.J ~. z o ... e" Z - :z: . ~ III ~ (I) lie - gl c.J1 I I 1 I 1 PROPOSED 16TH ST EXTENSION PROPOSED 100 SPACE PARKING GARAGE J I / I I I J - < ... < - L --- LOEWS MIAMI BEACH HOTEL Access Access to the site will be provided via Collins Avenue (see Figure 2). The main driveway will be in the center of the property. Additionally, there will be service driveways on the north and south ends of the property. The south service driveway will also provide emergency access to the beach. Saint Moritz Hotel Traffic Study 5 December, 1995 ,t;\ ~ 3. 1997 TRAFFIC CONDITIONS WITHOUT PROJECT TRAFFIC Data Collection Data collection for this study included assembling a library of studies and reports by the City of Miami Beach, the Florida Department of Transportation (FDOT), and other entities that may affect this project. Geometric and roadway characteristics information and traffic counts were collected. The traffic counts included 24-hour approach counts on Collins Avenue at 16 Street (see Appendix A) and existing peak hour turning movement counts on Collins Avenue at 15 Street, 16 Street, and Lincoln Road (see Appendix B). Additionally, the FDOT furnished 1994 seasonal variation factors for traffic volumes. Pedestrian counts were taken at the Collins Avenue/16 Street intersection. Existina Conditions Collins Avenue is a four-lane, undivided arterial roadway. The posted speed limit is 35 mph. 16 Street intersects the east side of Collins Avenue only. This section of 16 Street cul-de-sacs approximately 400-feet east of Collins Avenue and provides metered, on-street parking. The adjacent signalized intersection to the north of the project site on Collins Avenue is Lincoln Road. All vehicle movements are allowed at the Lincoln Road approaches Saint Moritz Hotel Traffic Study 6 December, 1995 @E] to Collins Avenue. The adjacent signalized intersection to the south of the project on Collins Avenue is 15 Street. 15 Street intersects the east side of Collins Avenue only and connects to Ocean Drive further east. The movements to Collins Avenue from 15 Street are left turn and right turn only. Existina Pedestrian Volumes Pedestrian counts were taken at 1 5 minute intervals from 11 am to 1 pm and from 4pm to 6pm at the Collins Avenue/16 Street intersection. These two periods were determined to be the peak periods for pedestrians based on the 1994 South Beach Bicycle and Pedestrian Study prepared for the Dade County Metropolitan Planning Organization. The 1995 pedestrian volumes crossing Collins Avenue at this intersection are shown in Table 1. TABLE 1 - Pedestrians Crossing Collins Avenue at 16 Street Pedestrian Crossina 11 am - 120m 120m - 10m 40m - 50m 50m - 60m Collins Ave. at 16 St. 38 55 53 55 1997 Backaround Traffic Without Proiect The methodology for this study involved evaluating the impacts of this project based on future traffic conditions at project buildout (1997). 1995 turning movement traffic Saint Moritz Hotel Traffic Study 7 December, 1 995 -~ "",) ~ counts during the am, midday, and pm peak periods were taken at the three intersections under study (see Appendix B) and used as the starting point for projecting 1997 traffic counts. FOOT provided historical Average Daily Traffic (ADT) counts at two counting stations on Collins Avenue (station #5159 and #5170). These ADT's were reviewed to determine an average annual growth rate for the project area. The analysis indicated that traffic volumes have fluctuated but generally have increased at a rate of 4% per year. 1997 background traffic projections with and without the project were based on a 4% annual growth rate. Figure 3 through 5 show the projected 1997 traffic volumes without project traffic on Collins Avenue at 15 Street, 16 Street, and Lincoln Road for the am, midday, and pm peak hours. 1997 levels of Service Without Proiect The 1997 background traffic volumes without project traffic were used to analyze the level of service (LOS) for the project intersections. LOS for signalized intersections is a measure of delay per vehicle in seconds. LOS is characterized with the letters A through F. LOS A describes operations with very little delay (less than 5 seconds per vehicle). LOS F describes operations with delay that is Saint Moritz Hotel Traffic Study 8 December, 1995 ;~~~ -' @E) FIGURE 3 , 96439 32 t.-41 j 1 L <-- 45 r- 38 71 -.....J' LINCOLN RD 30-- 1 T r 53~ 38 257 29 t.- 3 585 1 r- 0 16 th ST 1 L 16 th ST T r 283 1 . t.- 63 507 52 r-24 1 L 15th ST T r 215 14 - cl: - LaJ cl: > - < Z LaJ > 0 cl: l- e> III Z Z - - :I: ..J III ..J cl: 0 ~ U ~.. IL'~ 1997 AM PEAK HOUR oPA 9~1 '56 [3 LOEWS MIAMI BEACH HOTEL TURNING MOVEMENTS "- (NO PROJECT) 9 FIGURE 4 130 640 38 J 1 l 117---1' 43 --+ 1 00 --. 16 th ST 678 4 1 L , t...- 58 +-- 28 ~51 LINCOLN RD 1 T r 55481 55 t...- 4 ~O 16 th ST T r 541 0 t...- I I 4 546 90 ~27 1 L 15th ST T r 395 31 - <l: LLJ - > <l: <l: - Z 0 LLJ I- > <;) <l: Z - Vl J: Z Vl - <l: ....l ~ ....l 0 U [E '10.. uta. LOEWS MIAMI BEACH HOTEL 10 1997 MIDDAY PEAK HOUR TURNING MOVEMENTS (NO PROJECT) OPA 95156 FIGURE 5 Il I I 7 533 51 L- 65 j ! L +-- 38 r- 45 LINCOLN RD 100~ 1 32- T r 90 ---. 52 54948 L-I 596 0 .r- 0 16 th ST 1 L 16 th ST T r 621 I L-170 516 100 .r-47 1 L 15th ST T r 429 20 ~ <l: - <l: I.!J - > <l: I.!J Z > 0 <l: l- e.:> VI Z Z - - :I: ....J VI ....J <l: 0 ~ U _h 1I1I.Lo 1997 PM PEAK HOUR OPA 95156 [TJ LOEWS MIAMI BEACH HOTEL TURNING MOVEMENTS (NO PROJECT) '" II . considered unacceptable to most drivers (in excess of 60 seconds). Highway Capacity Software (HCS) was used in the analysis. The Lincoln Road and 15 Street intersections with Collins Avenue were run with the signalized module of HCS. The Collins Avenue/16 Street intersection was run with the unsignalized module of HCS. Figures 6 through 8 show the projected 1997 LOS without project traffic on Collins Avenue at 15 Street, 16 Street, and Lincoln Road for the am, midday, and pm peak hours (see Appendix C for LOS worksheets). These levels of service will be used to compared the 1997 traffic conditions with and without project traffic. Saint Moritz Hotel Traffic Study 12 December, 1995 @E1 FIGURE 6 - LOS D r~ ~1 LOS A 16 th ST - r~ LINCOLN RD 16 th ST Lo.I LOS C > - 15th ST oCt z 0 r~ I- oCt (:) Z oCt :I: VI oCt Lo.I ~ > oCt LEGEND. VI Z 8 ...J INTERSECTION LOS ...J 0 u LOS B - APPROACH LOS NOTE. 16 STREET IS UNSIGNALIZED [dpElI -.., LOEWS MI AMI BEACH HOTEL rnu, 1997 AM PEAK HOUR LEVELS OF SERVICE (NO PROJECT> 13 OPA 9~15~ 16 th ST UJ > <( z o ..... <.:l Z ::c III <( ~ LEGI'ND. ~ INTERSECTION LOS LOS B ----+ APPROACH LOS NOTE. 16 STREET IS UNSIGNALIZED [drill] """'h LOEWS MI AMI BEACH HOTEL FIGURE 7 ----+ LOS E ~l <( <( UJ > <( III Z ..J ..J o U IlTl.It LOS 0 - l~ LOS A - l~ LOS C - r~ 1997 MIDDAY PEAK HOUR LEVELS OF SERVICE (NO PROJECT) 14 LINCOLN RD 16 th ST 15th ST DPA 9~1~6 16 th ST LLI > <( z o I- l:l Z :r: III <( ~ LEGEND. z .., o ~ INTERSECTION LOS LOS B ----+ APPROACH LOS ~ z .., ~ ~ ~ NOTE. 16 STREET IS UNSIGNALIZED ~ o o o ~ [dpEll] -" LOEWS MI AMI BEACH HOTEL FIGURE 8 ----+ LOS E ~1 <( <( LLI > <( III Z ....J ....J o U 111U, LOS E - r~ ...J LOS A - r~ LOS C - r~ 1997 PM PEAK HOUR LEVELS OF SERVICE (NO PROJECT) 15 LINCOLN RD 16 th ST 15th ST DPA 9!l156 4. 1997 TRAFFIC CONDITIONS WITH PROJECT TRAFFIC Proiect Trio Generation In order to analyze the impacts of the proposed hotel on Collins Avenue, an estimate of the additional trip making that will be attracted to and from the project site needs to be made. Institute of Transportation Engineers (lTE) Trip Generation rates were used to estimate the additional trip making associated with the proposed development. These rates are stated in trips per hotel room for the for an entire day, for the morning peak hour, and for the afternoon peak hour. At the pre-application meeting with the Florida Department of Transportation (FDOT) District Six Permits Office, it was determined that Collins Avenue traffic would be analyzed at full hotel occupancy. After the draft submittal of this report, the FDOT requested that the Collins Avenue traffic be analyzed at 70% hotel occupancy. Therefore, the ITE trip generation rate used for this analysis is 4,872 (6,960 X 70%) trips per day. ITE also gives an am and pm peak hour of generator trip generation rate for a hotel site. See Table 2 for trip generation rate information. Although ITE furnishes a trip generation rate for the entire day, nothing is given for distribution of the trips throughout the day (Le., hourly distributions). This is essential for the signal warrant study that is discussed later in this document. Saint Moritz Hotel Traffic Study 16 December, 1995 ..-;;, ''':-' @E] TABLE 2 - ITE Trip Generation Rates Period Ava. Rate % Entering % Exiting Weekday 8.70 50% 50% AM Peak Hour 0.65 55% 45% PM Peak Hour 0.76 57% 43% Traffic count data for a hotel on Miami Beach with similar characteristics to the Saint Moritz Hotel were unavailable. Because of the availability of the data, 24-hour driveway traffic counts (1989) from the Sonesta Beach Hotel in Key Biscayne, Florida were used as the basis for distributing the trips over the entire day for this hotel project. The Sonesta Beach Hotel is an ocean front hotel with 300 hotel rooms, 21,000 s.f. of meeting/seminar space, 3 restaurants, and retail space. The ITE am and pm peak hour of generator rates were incorporated into the trip distribution as well. The 24-hour distribution used for this project and the Sonesta Beach Hotel traffic counts are shown in Appendix D. Because the traffic impacts of the site are to,be analyzed at 70% hotel occupancy, the parking operations need to be addressed. The City of Miami Beach is requiring approximately 800 parking spaces for this site. There will be approximately 190 valet- only parking spaces provided on-site. A 800-space parking garage is also proposed Saint Moritz Hotel Traffic Study 17 December. 1995 :7\ @E) as part of this project on 16 Street between Collins Avenue and Washington Avenue. Therefore, 76% of the required parking spaces are off-site. Assumptions needed to be made regarding trip-types to the site. The six basic trip- types for this site were determined to be: · Trips entering/exiting the site and vehicles valet parked on-site · Trips entering/exiting the site and vehicles valet parked off-site · Trips entering/exiting the site (dropoff) and vehicles self-parked off-site · Trips self-parking off-site and walking to hotel · Trips entering/exiting the site by taxi, shuttle bus, limo, etc. · Trips entering/exiting the site for delivery/service to the hotel (not using main driveway) Table 3 shows the percentage of trip-types for the project site. See Appendix E for additional detail on the calculation of trip-type percentage. TABLE 3 - Trip-Types During Full Occupancy Trio- Tvoe Valet (On-Site Park) Valet (Off-Site Park) Dropoff and Self-Park Self-Park and Walk to Site Taxi/Shuttle Bus/Limo Delivery/Service T TAL Percentaae 27% 47% 6% 4% 15% 1% 1 00 Saint Moritz Hotel 18 Traffic Study December, 1995 @E1 The ITE trip generation rates allow for one trip entering the site and one trip exiting the site per unit of development. Because of the high percentage of trips entering the project site and then parking off-site, the project site is not "typical" for a hotel. The trip generation rate for the project site needs to be adjusted to account for this. Therefore, the valet (off-site parking) and dropoff (self-parking) trips were counted twice (approximately 53% of all trips). Because of this, the trip generation for this project is 7,406 trips per day (see Appendix D). It is also assumed that the 190 on- site valet spaces will be used before any off-site valet spaces are used. Proiect Trio Distribution Project traffic was distributed and assigned to the study area using the Cardinal '., '-' . -~~, :'--":''''~':;;:'''~'::c:---'':'---'-:'"" - Distrihutforr"dfit'afrieCffrbrfl1he Miami Urban Area Transportation Study (MUA TS). This . distribution is shown in Table 4.-Figure 9 shOws the generalized trip distribution. TABLE 4 - Cardinal Distribution for T AZ 19 Cardinal Directions NNE ENE ESE SSE SSW WSW WNW NNW Percentage 13.27% 0% 0% 0% 10.11% 35.68% 19.42% 21.52% 1 Saint Moritz Hotel Traffic Study 19 December, 1995 ..-.. ~ ->~, -.' @EJ z " o FIGURE 9 140% Il LINCOLN RD 140% (PROPOSED 16TH ST EXTENSION) PROPOSED 16 th ST PROJECT . . SITE 20% PROPOSED 800 SPACE PARKING GARAGE 140% 15th ST - ~ - ~ 140% l.IJ - > ~ l.IJ Z > 0 ~ I- <.:l II) Z Z - - :x: ~ II) ~ ~ 0 ~ u (E ~h ilia. [)pI. 951S6 LOEWS MIAMI BEACH HOTEL PROJECT TRIP DISTRIBUTION 20 1997 Backaround and Proiect Traffic Using the methodology described above, the project traffic was combined with the forecasted 1997 background traffic. Figures 10 through 12 show the 1997 am, midday, and pm peak hour turning movements with background and project traffic. 1997 Levels of Service With Backaround and Proiect Traffic A simulation of intersection operations using the 1997 background traffic volumes without project traffic was conducted to analyze the level of service (LOS). Highway "',""-"""''''',','' -",'.'c-::-:-.'-:--"_-c:c.. , . ,.,,_^.,~..; , '. _ '".......... . _,.,.~_;~;~~~~_~';7",:,'~'.~.~:.;;,;;:;;;;:;;~,;;;:-~~:'_-'-"-:~":'-'---'- CaJ)aci!y__~oftwarE:!(HCS} was used in the analysis. The Uncoln Road, 16 Street, and 15 Street intersections with Collins Avenue were run with the signalized module of HCS. The Collins Avenue/16 Street intersection was also run with the unsignalized module of HCS.TheapprOath and intersection levels of service for the am, midday, and pm peak hours are displayed in Figures 13 through 15 (see Appendix F for LOS worksheets). A comparison of 1997 intersection LOS's are shown in Table 5. TABLE 5 - 1997 Intersection LOS's With and Without Project Traffic LOS Without Project LOS With Project Sianalized Intersection AM MID PM AM MID PM Collins Ave./Uncoln Rd. C C C C C C Collins Ave./16 St. N/A N/A N/A B B B Collins Ave./15 St. B B B B B B Saint Moritz Hotel Traffic Study 21 December. 1995 rdpa) ~ FIGURE 10 96 561 32 L-41 , j 1 L -45 r- 38 LI NCOLN RD 71 --" 1 r 30- T 53-. 38 357 29 3 586 124 L- 101 (PROPOSED 16TH STj 1 L - 48 - 'EXTENS I ON) r- 101 PROPOSED 16 th ST 3 --" PROJECT 1 r SITE PROPOSED 800 57- T SPACE PARKING 3-. 3 284 124 GARAGE 607 52 L- 63 1 L r- 24 15th ST T r 337 14 - <( - <( l.LI - > <( l.LI Z > 0 <( l- e.:> Vl Z Z - - :I: ...J Vl ...J <( 0 == U [E -...U. 11IU. 1997 AM PEAK HOUR tlPA 950156 LOEWS MIAMI BEACH HOTEL TURNING MOVEMENTS (WI TH PROJECT) S1'S- " 22 FIGURE I I I 30 732 38 t..- 5 e J 1 L +-- 28 r- 51 117---1 LI NCOLN RD 43_ 1 i r I 00 --. 55573 55 , 2 73393 t..- 93 P.&OP.oSEi}=.!6TH. STJ 1 L +-- 44 .- ~='"""""--~~'-"_~'.__~'''''':':'~''.''''''_-_:'';'N;';,~ EXTENSION) r-93 PROPOSED 16 th ST 2 ---1 PROJECT 1 r SITE PROPOSED 800 44_ i SPACE PARKING 2--. 2 54393 "'.. GARAGE "-..--.-.." t..-114 638 90 r-27 1 L r 15th ST i 48731 ~ < - W < > - < Z I..LI 0 > I- < L') Z VI - Z :J: - VI ...J < ...J 3: 0 u fT) -.. IlIU. 1997 MIDDAY PEAK HOUR DPA 9'S156 LOEWS MIAMI BEACH HOTEL TURNING MOVEMENTS (WI TH PROJECT) 23 ~ FIGURE 12 I 17 680 51 L-65 I J ! L -38 r- 45 LINCOLN RD I 00 -1 1 r 32--- T 90-, 52 660 48 3597149 L-112 (PROPOSED 16TH ST J ! L -53 .. . .. _.. -. -.---... --- .__...._.._~ EXTENSION) ,r--112 PROPOSED 16 th ST PROJECT 3-1 SITE PROPOSED 800 69___ 1 T r SPACE PARKING 3-, 3 622 149 GARAGE ! L-170 627 100 r-47 1 l 15th ST T r 576 20 - <( - <( UJ - > <( UJ Z > 0 <( l- e.:> Vl Z Z - - :c: ..J Vl ..J <( 0 ~ u fE _h rll.... 1997 PM PEAK HOUR OPA 95156 LOEWS MI AMI BEACH HOTEL TURNING MOVEMENTS (WI TH PROJECT) z " '" 24 % ., o fE 16 th ST LLJ > <( z o l- e.:> z :I: VI <( ;t: LEGEND. ~ INTERSECTION LOS LOS B ----+ APPROACH LOS NOTE. 16 STREET IS SIGNALIZED FIGURE . ..lPROPOSED 16. TH S T EXTENSION) PROPOSED 800 SPACE PARKING GARAGE LOEWS MIAMI BEACH HOTEL 25 ----+ LOS 0 ----+ LOS C IIIL1. 13 LINCOLN RD r~ ~l LOS C - PROPOSED PROJECT SITE r~ -' ~l LOS C - 15th ST r~ <( <( LLJ > <( VI Z ...J ...J o U 1997 AM PEAK HOUR LEVELS OF SERVICE ( WI TH PROJECT) OPA 95156 FIGURE 14 - LOS E (PROPOSED 16TH ST EXTENSION) 16 th ST - LOS C PROPOSED 800 SPACE PARKING GARAGE LOS D - LINCOLN RD l~ ~l LOS C - PROPOSED PROJECT SITE l~ W LOS C > - <[ 15th ST z 0 I- l~ 0 Z J: Vl <[ ~ <[ LEGEND. <[ 8 W INTERSECTION LOS > <( Vl LOS C Z - APPROACH LOS ...J ...J 0 U NOTE, 16 STREET IS SIGNALIZED [dpEl] -.. LOEWS MI AMI BEACH HOTEL IllY, 26 1997 MIDDAY PEAK HOUR LEVELS OF SERVICE (WITH PROJECT! DPA 9SIS' FIGURE - LOS E (PROPOSED 16TH ST EXTENSION) 16 th ST - , LOS C PROPOSED 800 SPACE PARKING GARAGE 15 LI NCOLN RD r~ --l ~1 PROPOSED PROJECT SITE LOS C - r~ --l w ~l > LOS C <( - 15th ST z 0 I- r~ Cl z - J: --l III <( 3: <( <( LEGENO, 8 W INTERSECTION LOS > <( III LOS C Z - APPROACH LOS ...J ...J 0 U NOTE, 16 STREET IS SIGNALIZED [dplll) -.. LOEWS MI AMI BEACH HOTEL 27 1997 PM PEAK HOUR LEVELS OF SERVICE (WI TH PROJECT) DPA 9'5IS6 Table 5 shows that there are no significant changes in the levels of service at the study area intersections with the project traffic. The Collins Avenue/16 Street intersection was also analyzed as an unsignalized intersection with 1997 background traffic volumes and project traffic. Using the HCS unsignalized module, the westbound left turns are a LOS F during the' am peak hour. During the midday and pm peak hours, the eastbound and westbound approaches operate at a LOS F (see Appendix G for LOS worksheets). 1997 Pedestrian Volumes With Proiect Because 74% of the parking spaces required for this project are off-site, a large number of pedestrians will be crossing Collins Avenue at 16 Street. 1997 pedestrian volumes were estimated based on background pedestrian counts, attraction from other intersections, all employees parking off-site, valet parking off-site, and patrons self- parking their vehicles (see Appendix H for additional detail on calculation of pedestrian volumes). The 1997 pedestrian counts with project traffic at 70% hotel occupancy are shown in Table 6. TABLE 6 - 1997 Pedestrian Volumes with Project Traffic at 70% Hotel Occupancy Pedestrian Crossina 11 am - 120m 120m - 10m 40m - 50m 50m - 60m Collins Ave. at 16 St. 311 369 381 463 Saint Moritz Hotel Traffic Study 28 December. 1995 Q, '-' @EJ o These volumes are comparable to the 1991 pedestrian volumes crossing Collins Avenue at Lincoln Road in the 1994 South Beach Bicycle and Pedestrian Study prepared for the Dade County Metropolitan Planning Organization. Saint Moritz Hotel Traffic Study 29 December, 1995 @EJ 5. SIGNAL WARRANT ANALYSIS The 1997 background traffic volumes combined with the project traffic were used to determine if a signal is warranted at the proposed Collins Avenue/16 Street intersection. These traffic volumes were compared to the 11 signal warrants in the Manual on Uniform Traffic Control Devices (MUTCD). However, Warrants 9 through 11 generally apply to major traffic generators such as employment centers, so these warrants were not analyzed. Fulfilling anyone of the warrants is sufficient to warrant a traffic signal. A summary of the results for each warrant is discussed below. See Appendix I for the signal warrant summary sheets. Slonal Warrant 1 - Minimum Vehicular Volume As required, the minimum volumes for the major street and minor street were satisfied for at least eight hours during the day. This warrant is satisfied. Sional Warrant 2 - Interruption of Continuous Traffic As required, the minimum volumes for the major street and minor street were satisfied for at least eight hours during the day. This warrant is satisfied. Sional Warrant 3 - Minimum Pedestrian Volume Because of the high elderly population, the City of Miami Beach uses a walking speed Saint Moritz Hotel Traffic Study 30 December, 1995 (*) @EJ of 2 feeUsecond for pedestrians. (This is the pedestrian speed used at the Collins Avenue/Lincoln Road intersection.). Therefore, 50% of the criteria needs to met to satisfy this warrant. A vehicle gap size study showed no more than three adequate gaps per hour during the four hours studied. This warrant is satisfied. (Note: this warrant is nearly satisfied using 1995 pedestrian counts at the Collins Avenue/16 Street intersection.). Sional Warrant 4 - School Crossinos This warrant is not applicable. Slonal Warrant 5 - Prooressive Movement This warrant should not be considered where the resultant signal spacing is less than 1000-feet. Because of the proximity of the signals at Lincoln Road and 15 Street, this warrant is not fulfilled. ~'<i;,~.",..~~~~,,,,,~:d"~' ;....':"''C. <>;- Slonal Warrant 6 - Accident Experience Three years of accident data (1992, 1993, and 1994) were obtained from the FDOT on Collins Avenue from Lincoln Road to 15 Street. One of the criteria for satisfying this warrant is that five or more accidents, of types susceptible to correction by traffic signal control, must have occurred within a 12-month period. Also, there needs to have been an adequate trial of less restrictive remedies to reduced the accident frequency. Neither of these criteria was met. This warrant is not satisfied. Saint Moritz Hotel Traffic Study 31 December, 1995 ~ ~ @EJ .. Slonal Warrant 7 - Systems Warrant This warrant is not applicable. Sional Warrant 8 - Combination of Warrants This warrant is not applicable. Table 7 displays a summary of the analysis of the traffic signal warrants. TABLE 7 - Summary of Signal Warrants Analysis Warrant Number Warrant Description Status 1 Minimum Vehicular Volume Fulfilled 2 Interruption of Continuous Traffic Fulfilled 3 Minimum Pedestrian Volume Fulfilled 4 School Crossing Not Applicable 5 Progressive Movement Not Fulfilled 6 Accident Experience Not Fulfilled 7 Systems Warrant Not Applicable 8 Combination of Warrants Not Applicable Total Warrants Satisfied 3 Saint Moritz Hotel Traffic Study 32 December. 1995 --" @EJ '*' 6. CONCLUSIONS Future traffic volumes on Collins Avenue at 16 Street are expected to increase as a result of this project. There are three driveways proposed for this site that will provide access for the hotel. The main driveway at 16 Street will provide primary access to the site. The north and south project driveways will provide secondary access (service/delivery vehicles) and emergency beach access. At project buildout (1997), a traffic signal will be warranted at the Collins Avenue/16 Street intersection. The traffic signal is warranted based on traffic volumes and pedestrian volumes at 70% hotel occupancy. The levels of service on Collins Avenue at 15 Street, 16 Street, and Lincoln Road were analyzed with and without project traffic (19971. These calculations show that the level of service on Collins Avenue will not be degraded because of the project traffic. Saint Moritz Hotel Traffic Study 33 December, 1995 o @EJ APPENDIX A 1995 24-Hour Approach Traffic Counts at Collins Avenue and 16 Street @EJ .... w W O:::cc ....&1) (/).... CCIt) ~i ==-< ....0.. ....0 <, 0:::> !!!.o w::J ::J.... z(/) wo >- <tt (/)< zO::: :J.... ..J o o .... Z ::J o o g LL LL ~ .... 0::: ::J o :c , 'It N o W .... (/) ::J .., o < > ..J ..J < Z o (/) < w en &I) Q') Q') .... .e u lIS_ o ~ ... ~ a.... a.0 0 <( ..... C\l <0 ..... C\l M <0 ,,.. It) 0 'V MOl,... 0 It) It) <0 M 'V It) 0 Ol 'V11t) ~ ~ ~~ ~~~~N~~ ~ ~~~~~I - 0 .. II) c: ~.- .e:::E .21 :J: II) ~ .e- u ~ lISf 0_ 1t).....'V,...<OMCOO.....,...iO,...It),... ,... ... (/)..... It) It) It) 0 <0 <0 <0 0 C\l 'V COIOl 0 M,... "",C\l M...-"" 0 CO M"" Q.Q. ... It) 'V 'VI<O ..... Ol CO 'V Ol 0 ..... C\lIM 'V M M C\l C\l M M ...- C\l ...-:,... 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CO OlO...-C\lM'V ~OOOOOOOOO""''''-'''''''''''''-''''''''-''''''''-'''-C\lC\lC\lC\lC\l o :J: It) Ol Ol ...- Ol ...- a::: UJ CD ::E UJ I- Cl.. UJ (/) (/) I- Z ::> 0 u u u:: l.L <( 'V a::: ~ I- 5 l.L ~ 0 (j) UJ (0 ~ ..... ......J 0 0 u APPENDIX B 1995 Peak Hour Turning Movement Counts - .'" ~ @E] C...J z< CO~ CO'#"N COOlC"l iHi co~ ~'#"~ co'#"..... 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Q.Q.Q. el:ZW~O 00 000 000 U::JIIl el: 00 000 000 OO~~O r'itj ';":N';": .q:u;~ -IU IX 00 ~~O 00 ~ ~ Z :J ...J o Ll APPENDIX C 1997 LOS Worksheets Without Project .....'.... @EJ ======================================================================= HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 10-26-1995 Center For Microcomputers In Transportation Streets: (E-W) 15 STREET Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC ----------------------------------------------------------------------- ----------------------------------------------------------------------- (N-S) COLLINS AVE File Name: COL15FAM.HC9 10-26-95 AM PEAK CONDITIONS WITHOUT PROJECT Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > < 2 < 1 2 Volumes 24 63 215 14 52 507 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 35.0A Green 56.0P Yellow/AR 4.0 Yellow/AR 5.0 Cycle Length: 100 sees Phase combinat~on order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ------- ----- ----- ----- ----- WB LR 541 1502 0.168 0.360 16.6 C 16.6 C NB TR 2141 3692 0.118 0.580 7.2 B 7.2 B SB L 612 1056 0.090 0.580 7.1 B 7.8 B T 2160 3725 0.260 0.580 7.9 B Intersection Delay = 8.5 sec/veh Intersection LOS = B Lost Time/cycle, L = 6.0 see critical v/c(x) = 0.225 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 10-26-1995 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 15 STREET Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC (N-S) COLLINS AVE File Name: COL15FMD.HC9 10-26-95 MIDDAY CONDITIONS WITHOUT PROJECT ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > < 2 < 1 2 Volumes 27 114 395 31 90 546 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking (YjN) N (YjN) N (Y jN) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (YjN) N (YjN) N (YjN) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 ----------------------------------------------------------------------- Phase Combination Signal Operations 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 35.0A Green 56.0P YellowjAR 4.0 YellowjAR 5.0 Cycle Length: 100 sees Phase combinat1on order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat vjc gjC Approach: Mvrnts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ------- ----- ----- ----- ----- WB LR 536 1488 0.276 0.360 17.4 C 17.4 C NB TR 2138 3686 0.220 0.580 7.7 B 7.7 B SB L 416 717 0.228 0.580 7.8 B 8.0 B T 2160 3725 0.280 0.580 8.0 B Intersection Delay = 8.9 secjveh Intersection LOS = B Lost TimejCycle, L = 6.0 see critical vjc(x) = 0.278 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 10-26-1995 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 15 STREET Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC (N-S) COLLINS AVE File Name: COL15FPM.HC9 10-26-95 PM PEAK CONDITIONS WITHOUT PROJECT Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > < 2 < 1 2 Volumes 47 170 429 20 100 516 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking (YjN) N (YjN) N (YjN) N Bus stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (YjN) N (YjN) N (YjN) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time -",-..._-_.".._y~-~,.......,.,...,~.--"~-~~_. 3.~00 __ 3.00 3.00 3.00 3.00 3.00 -----'.---Prop~.~SiiaFe -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 ----------------------------------------------------------------------- ======================================================================= Phase Combination Signal Operations 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 35.0A Green 56.0P Yellow/AR 4.0 Yellow/AR 5.0 Cycle Length: 100 sees Phase combinat~on order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ------- ----- ----- ----- ----- WB LR 537 1491 0.425 0.360 18.7 C 18.7 C NB TR 2148 3703 0.231 0.580 7.8 B 7.8 B SB L 398 686 0.264 0.580 8.0 B 7.9 B T 2160 3725 0.264 0.580 7.9 B Intersection Delay = 9.6 secjveh Intersection LOS = B Lost TimejCycle, L = 6.0 see Critical vjc(x) = 0.326 ----------------------------------------------------------------------- Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name ................ COL16BAM.HCO streets: (N-S) COLLINS AVE (E-W) 16 STREET Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst. . . . . . . . . . . . . . . . . .. DPA Date of Analysis.......... 10/26/95 Other Information......... 1997 BACKGROUND TRAFFIC WITHOUT PROJECT - AM PE '< HOUR Two-way stop-controlled Intersection ------------------------------------------------------------------------ ------------------------------------------------------------------------ Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0> 2< 0 0> 2< 0 0> 1< 0 0> 1< 0 Stop/Yield N N Volumes 0 283 1 1 585 0 0 0 0 0 0 3 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's (%) 0 0 0 0 0 0 0 0 0 0 0 0 SU/RV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 'CV's(%}' - 0 0 0 0 0 0 0 0 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 ------------------------------------------------------------------------ ------------------------------------------------------------------ Adjustment Factors Critical Gap (tg) Follow-up Time (tf) Vehicle Maneuver Left Turn Ma~or Road Right Turn M~nor Road Through Traffic Minor Road Left Turn Minor Road 5.50 5.50 6.50 7.00 2.10 2.60 3.30 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) prob. of Queue-free State: 142 1173 1173 1. 00 292 985 985 1.00 -------------------------------------------------------- Step 2: LT from Major Street SB NB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: TH Saturation Flow Rate: (pcphpl) - _d______ R'l'-SaturationFlow -Rate:- (P<::phlil )--- Major LT Shared Lane Prob. of Queue-free State: -------------------------------------------------------- 284 1207 1207 1. 00 3400 - T7bb- 585 832 832 1. 00 3400 1700 1. 00 1. 00 -------------------------------------------------------- Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) Prob. of Queue-free State: 870 338 1. 00 338 1. 00 870 338 1. 00 338 1. 00 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 870 294 1. 00 1.00 868 295 1.00 1.00 1. 00 294 1.00 294 -------------------------------------------------------- Center For Microcomputers In Transportation HCS: UnsignalizedIntersection Release 2.1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap SharedCap Movement v(pcph) Cm(pcph) Csh(pcph) -------- ------ Avg.Total Delay LOS Delay By App WB R 3 ------------ ------ --------- SB L 1 1173 > 1173 1207 > 3.1 > A 3.0 A 0.0 Intersection Delay = 0.0 " Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name ................ COL16BMD.HCO streets: (N-S) COLLINS AVE (E-W) 16 STREET Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst. . . . . . . . . . . . . . . . . .. DPA Date of Analysis.......... 10/26/95 Other Information......... 1997 BACKGROUND TRAFFIC WITHOUT PROJECT - MIDDA PEAK HOUR Two-way stop-controlled Intersection ------------------------------------------------------------------------ ------------------------------------------------------------------------ Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0> 2< 0 0> 2< 0 0> 1< 0 0> 1< 0 stop/Yield N N Volumes 0 541 0 4 678 0 0 0 0 0 0 4 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 -MC!s",{%). 0 0 0 0 0 0 0 0 0 0 0 0 SU/RV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 CV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 ------------------------------------------------------------------------ ------------------------------------------------------------------ Adjustment Factors Critical Gap (tg) Follow-up Time (tf) Vehicle Maneuver Left Turn Ma~or Road Right Turn M~nor Road Through Traffic Minor Road Left Turn Minor Road 5.50 5.50 6.50 7.00 2.10 2.60 3.30 3.40 . Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: 270 1010 1010 1.00 339 932 932 1.00 -------------------------------------------------------- Step 2: LT from Major street SB NB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) prob. of Queue-free state: TH Saturation Flow Rate: (pcphpl) RT saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-free State: 541 878 878 1.00 3400 1700 678 741 741 1.00 3400 1700 0.99 1.00 -------------------------------------------------------- Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) prob. of Queue-free State: 1223 210 1223 210 0.99 209 1.00 0.99 209 1.00 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1223 175 0.99 1.00 1.00 174 1223 175 0.99 1.00 0.99 174 -------------------------------------------------------- Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 **************************************************************** Intersection Performance Summary -------- ------ FlowRate MoveCap Shared Cap v(pcph) Cm(pcph) Csh(pcph) Avg.Total Delay LOS Delay By App Movement SB L 4 4 ------------ ------ --------- WB R 1010 > 1010 878 > 3.6 > A 4.1 A 0.0 Intersection Delay = 0.0 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 _ **************************************************************** File Name ................ COL16BPM.HCO streets: (N-S) COLLINS AVE (E-W) 16 STREET Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst. . . . . . . . . . . . . . . . . .. CPA Date of Analysis.......... 10/26/95 Other Information......... 1997 BACKGROUND TRAFFIC WITHOUT PROJECT - PM PR K HOUR Two-way stop-controlled Intersection ======================================================================== Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0> 2< 0 0> 2< 0 0> 1< 0 0> 1< 0 Stop/Yield N N Volumes 0 621 1 0 596 0 0 0 0 0 0 1 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's (%) 0 0 0 0 0 0 0 0 0 0 0 0 SU/RV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 CV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 ------------------------------------------------------------------------ ------------------------------------------------------------------ Adjustment Factors Critical Gap (tg) FOllow-up Time (tf) Vehicle Maneuver Left Turn Ma~or Road Right Turn M1nor Road Through Traffic Minor Road Left Turn Minor Road 5.50 5.50 6.50 7.00 2.10 2.60 3.30 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC Intersection -------------------------------------------------------- step 1: RT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: 311 963 963 1.00 298 978 978 1.00 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) prob. of Queue-free State: TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane prob. of Queue-free State: 622 795 795 1.00 3400 1700 596 821 821 1.00 3400 1700 1.00 1.00 Step 3: TH from Minor street -------------------------------------------------------- WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) Prob. of Queue-free State: 1218 211 1.00 211 1.00 1218 211 1.00 211 1.00 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) -------------------------------------------------------- 1218 1218 176 176 1.00 1.00 1.00 1.00 1.00 1.00 176 176 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 **************************************************************** Intersection Performance Summary -------- ------ FlowRate MoveCap Sharedcap v(pcph) Cm(pcph) Csh(pcph) Avg.Total Delay LOS Delay By App Movement WB R 1 ------------ ------ --------- 963 > 963 > 3.7 > A Intersection Delay = 0.0 ======================================================================= HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 10-26-1995 Center For Microcomputers In Transportation Streets: (E-W) LINCOLN ROAD Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC (N-S) COLLINS AVE File Name: COLLNFAM.HC9 10-26-95 AM PEAK CONDITIONS WITHOUT PROJECT ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 1 1 1 < > 2 < > 2 < Volumes 71 30 53 38 45 41 38 257 29 32 439 96 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 -2 ----------------------------------------------------------------------- Phase Combination Signal Operations 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds * WB Left * SB Left * * Thru * Thru * * Right * Right * * Peds Peds * NB Right EB Right SB Right WB Right Green 19.0A Green 6.0A 66.0P 31.0A Yellow/AR 5.0 Yellow/AR 3.0 5.0 0.0 Cycle Length: 135 sees Phase combinat1on order: #1 #5 #6 #7 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Mvmts Cap Flow Ratio Ratio Delay LOS Approach: Delay LOS EB L 179 1151 0.419 0.156 40.1 E 38.8 D T 290 1863 0.110 0.156 37.2 D R 246 1583 0.227 0.156 38.0 D WB L 248 1592 0.162 0.156 37.6 D 39.2 D TR 215 1383 0.418 0.156 39.9 D NB LTR 1326 2632 0.271 0.504 14.7 B 14.7 B SB LTR 2029 3557 0.309 0.570 11.5 B 11.5 B Intersection Delay = 18.7 sec/veh Intersection LOS = C Lost Time/Cycle, L = 6.0 see Critical v/c(x) = 0.253 ----------------------------------------------------------------------- ======================================================================= HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 10-26-1995 Center For Microcomputers In Transportation Streets: (E-W) LINCOLN ROAD Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC (N-S) COLLINS AVE File Name: COLLNFMD.HC9 10-26-95 MIDDAY CONDITIONS WITHOUT PROJECT ----------------------------------------------------------------------- ----------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 1 1 1 < > 2 < > 2 < Volumes 117 43 100 51 28 58 55 481 55 38 640 130 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 -2 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru . Right . Right . Peds Peds . WB Left . SB Left . . Thru . Thru . . Right . Right . . Peds Peds . NB Right EB Right SB Right WB Right Green 19.0A Green 6.0A 66.0P 3 1 . OA Yellow/AR 5.0 YelloW/AR 3.0 5.0 0.0 Cycle Length: 135 secs Phase combinat1on order: #1 #5 #6 #7 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Mvmts Cap Flow Ratio Ratio Delay LOS Approach: Delay LOS EB L 179 1151 0.687 0.156 48.0 E 43.2 E T 290 1863 0.155 0.156 37.5 D R 246 1583 0.426 0.156 39.9 D WB L 238 1528 0.227 0.156 38.0 D 39.3 D TR 208 1338 0.432 0.156 40.1 E NB LTR 1157 2297 0.564 0.504 18.1 C 18.1 C SB LTR 2012 3528 0.444 0.570 12.8 B 12.8 B Intersection Delay = 20.7 sec/veh Intersection LOS = C Lost Time/cycle, L = 6.0 sec Critical v/c(x) = 0.377 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 10-26-1995 Center For Microcomputers In Transportation ----------------------------------------------------------------------- ----------------------------------------------------------------------- Streets: (E-W) LINCOLN ROAD Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC (N-S) COLLINS AVE File Name: COLLNFPM.HC9 10-26-95 PM PEAK CONDITIONS WITHOUT PROJECT ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 1 1 1 < > 2 < > 2 < Volumes 100 32 90 45 38 65 52 549 48 51 533 117 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) N (Y/N) N Bus stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 -2 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds * WB Left * SB Left * * Thru * Thru * * Right * Right * * Peds Peds * NB Right EB Right SB Right WB Right Green 19.0A Green 6.0A 85.0P 31.0A Yellow/AR 5.0 Yellow/AR 3.0 5.0 0.0 Cycle Length: 154 sees Phase combinat~on order: #1 #5 #6 #7 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat vie g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ------- ----- ----- ----- ----- EB L 129 946 0.814 0.136 70.0 F 57.1 E T 254 1863 0.134 0.136 44.5 E R 216 1583 0.440 0.136 47.4 E WB L 216 1582 0.218 0.136 45.1 E 49.1 E TR 184 1349 0.587 0.136 50.9 E NB LTR 1350 2389 0.532 0.565 16.2 C 16.2 C SB LTR 2146 3443 0.361 0.623 10.8 B 10.8 B Intersection Delay = 21. 7 sec/veh Intersection LOS = C Lost Time/Cycle, L = 6.0 see Critical v/c(x} = 0.350 ----------------------------------------------------------------------- APPENDIX D 24-Hour Traffic Distribution for a Hotel @EJ COLLINS AVENUE (SR A1A) /16 STREET TRAFFIC STUDY - DPA #95156 1997 HOURLY DISTRIBUTION OF PROJECT TRAFFIC BASED ON 70% HOTEL OCCUPANCY BE 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 0."" HOURLY,. .' Fri.., DISTRIBUTION" 1.2% 0.2% 0.2% 0.2% 0.3% 0.4% 1.3% 2.2% 4.3% 7.5% 4.5% 4.8% 6.2% 6.4% 6.5% 6.6% 7.1% 8.7% 7.0% 5.9% 3.9% 4.2% 6.7% 3.7% 100.0% ENTERING 44 7 7 7 11 15 48 81 159 305 167 178 230 237 241 244 263 367 259 218 144 156 248 137 3776 EXITING 44 7 7 7 11 15 48 81 159 250 167 178 230 237 241 244 263 277 259 218 144 156 248 137 3630 * Based on 1989 driveway traffic counts at Sonesta Beach Hotel, Key Biscayne, FL. ITE am and pm peak hour of generator rates incorporated into distribution. ** Off-site valet parking and off-site dropoff parking trips were doubled. Delivery/service trips not included in the calculation. TRIPGEN3. WK4 SONEST A BEACH HOTEL DRIVEWAY TRAFFIC COUNTS HOUR BEGINNING ENTRANCE 1 ENTRANCE 21 TOTAt~:!:li; J:ll.%OF TOTAL 0000 107 0 107 1.4% 0100 15 0 15 0.2% 0200 21 0 21 0.3% 0300 17 0 17 0.2% 0400 23 0 23 0.3% 0500 44 1 45 0.6% 0600 99 8 107 1.4% 0700 169 38 207 2.6% 0800 306 51 357 4.5% 0900 305 56 361 4.6% 1000 340 31 371 4.7% 1100 366 58 424 5.4% 1200 429 59 488 6.2% 1300 444 58 502 6.4% 1400 472 49 521 6.6% 1500 457 66 523 6.7% 1600 503 77 580 7.4% 1700 524 54 578 7.4% 1800 545 22 567 7.2% 1900 461 0 461 5.9% 2000 331 0 331 4.2% 2100 393 0 393 5.0% 2200 539 0 539 6.9% 2300 316 0 ~ 4.0% 7854 * Traffic counts taken January 6, 1989. SON ESTA.WK4 APPENDIX E Trip-Type Percentages (!) @EJ TRIP-TYPES FOR SAINT MORITZ HOTEL Six Basic Trio-Tvoes · Trips entering/exiting the site and vehicles valet parked on-site · Trips entering/exiting the site and vehicles valet parked off-site · Trips entering/exiting the site (dropoff) and vehicles self-parked off~site · Trips self-parking off-site and walking to hotel · Trips entering/exiting the site by taxi, shuttle bus, limo, etc. · Trips entering/exiting the site for delivery/service to the hotel (not using main driveway) ASSUMPTION OF SPLIT BY TYPE Valet 74% Taxi/Bus 15% Self-Parking 10% Service/Deliveries a 100% VALET ON-SITE. VERSUS VALET OFF-SITE AT 70% OCCUPANCY · City of Miami Beach requires 800 spaces · 70% X 800 = 560 spaces (190 spaces on-site, remainder off-site) · 560 spaces - 190 spaces = 370 spaces off-site · 370 spaces - 370 (10% self parking) = 333 spaces off-site for valet · 190/ (190 + 333) = 36% valet on-site · 333 / (190 + 333) = 64% valet off-site · 74% of total trips valet - 74% X 36% = 27% of total trips valet on-site 74% X 64% = 47% of total trips valet off-site PERCENT OF TRIP-TYPES AT FULL OCCUPANCY · Valet on-site 27% · Valet off-site 47% · Dropoff & Self-Park 6% · Self-Park & Walk 4% · Taxi/Bus 15% · Delivery/Service a Total 100% * On-site parking spaces (valet only) will be used before going off-site to park. T-TYPE.WP APPENDIX F 1997 LOS Worksheets With Project o @EJ HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 12-29-1995 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 15 STREET Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC (N-S) COLLINS AVE File Name: COL15PAM.HC9 10-26-95 AM PEAK CONDITIONS WITH PROJECT ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > < 2 < 1 2 Volumes 24 63 337 14 52 607 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 ----------------------------------------------------------------------- Phase Combination Signal Operations 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 35.0A Green 56.0P Yellow/AR 4.0 Yellow/AR 5.0 Cycle Length: 100 sees Phase combinat1on order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ------- ----- ----- ----- ----- WB LR 541 1503 0.168 0.360 16.6 C 16.6 C NB TR 2148 3703 0.181 0.580 7.5 B 7.5 B SB L 481 830 0.114 0.580 7.2 B 8.1 B T 2160 3725 0.311 0.580 8.2 B Intersection Delay = 8.6 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 see Critical v/c(x) = 0.256 ----------------------------------------------------------------------- ======================================================================= HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 12-29-1995 Center For Microcomputers In Transportation Streets: (E-W) 15 STREET Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC (N-S) COLLINS AVE File Name: COL15PMD.HC9 10-26-95 MIDDAY CONDITIONS WITH PROJECT ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > < 2 < 1 2 Volumes 27 114 487 31 90 638 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 ----------------------------------------------------------------------- Phase Combination Signal Operations 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 35.0A Green 56.0P YelloW/AR 4.0 YelloW/AR 5.0 Cycle Length: 100 secs Phase combinat~on order: 11 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ------- ----- ----- ----- ----- WB LR 536 1488 0.276 0.360 17.4 C 17.4 C NB TR 2141 3692 0.268 0.580 8.0 B 8.0 B SB L 352 607 0.270 0.580 8.1 B 8.3 B T 2160 3725 0.327 0.580 8.3 B Intersection Delay = 9.0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.307 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 12-29-1995 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 16 STREET Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND CONDITIONS (N-S) COLLINS AVE File Name: COL16FAM.HC9 10-26-95 AM PEAK WITH PROJECT ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 < 1 1 < > 2 < > 2 < Volumes 3 57 3 101 48 101 3 284 124 124 586 3 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 -2 ----------------------------------------------------------------------- Phase Combination Signal Operations 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 35.0A Green 56.0P Yellow/AR 4.0 Yellow/AR 5.0 Cycle Length: 100 sees Phase combinat1on order: 11 15 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ------- ----- ----- ----- ----- EB L 393 1091 0.008 0.360 15.6 C 16.1 C TR 666 1849 0.095 0.360 16.1 C WB L 535 1485 0.198 0.360 16.8 C 17.1 C TR 602 1673 0.261 0.360 17.2 C NB LTR 1926 3321 0.236 0.580 7.8 B 7.8 B SB LTR 1596 2751 0.494 0.580 9.6 B 9.6 B Intersection Delay = 10.6 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 see Critical v/c(x) = 0.405 ----------------------------------------------------------------------- ======================================================================= HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 12-29-1995 Center For Microcomputers In Transportation Streets: (E-W) 16 STREET Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC ======================================================================= (N-S) COLLINS AVE File Name: COL16FMD.HC9 10-26-95 MIDDAY CONDITIONS WITH PROJECT Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 < 1 1 < > 2 < > 2 < Volumes 2 44 2 93 44 93 2 543 ' 93 93 733 2 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 -2 ----------------------------------------------------------------------- Phase Combination Signal Operations 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 35.0A Green 55.0P Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 100 secs Phase combinat~on order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Mvmts Cap Flow Ratio Ratio Delay LOS Approach: Delay LOS EB L 424 1145 0.005 0.370 15.1 C 15.5 C TR 685 1852 0.070 0.370 15.5 C WB L 572 1545 0.171 0.370 16.1 C 16.4 C TR 619 1673 0.233 0.370 16.5 C NB LTR 1941 3405 0.364 0.570 8.9 B 8.9 B SB LTR 1464 2569 0.626 0.570 11.5 B 11.5 B Intersection Delay = 11.3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.471 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 12-29-1995 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 16 STREET Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC =====================================--================================= (N-S) COLLINS AVE File Name: COL16FPM.HC9 10-26-95 PM PEAK CONDITIONS WITH PROJECT Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 < 1 1 < > 2 < > 2 < Volumes 3 69 3 112 53 112 3 622 149 149 597 3 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 -2 ----------------------------------------------------------------------- Phase Combination Signal Operations 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * * Thru * Thru * * Right * Right * * Peds Peds NB Right EB Right SB Right WB Right Green 30.0A Green 5.0A 52.0P Yellow/AR 5.0 Yellow/AR 3.0 5.0 Cycle Length: 100 sees Phase combinat~on order: #1 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Mvmts Cap Flow Ratio Ratio Delay LOS Approach: Delay LOS EB L 303 948 0.010 0.320 17.6 C 18.3 C TR 593 1852 0.128 0.320 18.3 C WB L 446 1395 0.264 0.320 19.3 C 19.6 C TR 535 1673 0.325 0.320 19.7 C NB LTR 1821 3372 0.470 0.540 10.9 B 10.9 B SB LTR 1924 3103 0.430 0.620 7.6 B 7.6 B Intersection Delay = 11.1 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 see Critical vjc(x) = 0.394 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 12-29-1995 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) LINCOLN ROAD Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC ----------------------------------------------------------------------- (N-S) COLLINS AVE File Name: COLLNPAM.HC9 10-26-95 AM PEAK CONDITIONS WITH PROJECT Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 1 1 1 < > 2 < > 2 < Volumes 71 30 53 38 45 41 38 357 29 32 561 96 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) N (Y /N) N Bus stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 -2 ----------------------------------------------------------------------- Phase Combination Signal Operations 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds * WB Left * SB Left * * Thru * Thru * * Right * Right * * Peds Peds * NB Right EB Right SB Right WB Right Green 19.0A Green 6.0A 66.0P 31.0A Yellow/AR 5.0 Yellow/AR 3.0 5.0 0.0 Cycle Length: 135 sees Phase combinat1on order: #1 #5 #6 #7 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ------- ----- ----- ----- ----- EB L 179 1151 0.419 0.156 40.1 E 38.8 D T 290 1863 0.110 0.156 37.2 D R 246 1583 0.227 0.156 38.0 D WB L 248 1592 0.162 0.156 37.6 D 39.2 D TR 215 1383 0.418 0.156 39.9 D NB LTR 1256 2494 0.373 0.504 15.7 C 15.7 C SB LTR 2037 3572 0.374 0.570 12.1 B 12.1 B Intersection Delay = 18.4 sec/veh Intersection LOS = C Lost Time/Cycle, L = 6.0 see Critical v/c(x) = 0.291 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 12-29-1995 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) LINCOLN ROAD Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC ======================================================================= (N-S) COLLINS AVE File Name: COLLNPMD.HC9 10-26-95 MIDDAY CONDITIONS WITH PROJECT Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 1 1 1 < > 2 < > 2 < Volumes 117 43 100 51 28 58 55 573 55 38 732 130 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (YjN) Y 20 (Y jN) Y 20 (YjN) N (Y jN) N Bus stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (YjN) N (Y jN) N (YjN) N (YjN) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 -2 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds * WB Left * SB Left * * Thru * Thru * * Right * Right * * Peds Peds * NB Right EB Right SB Right WB Right Green 19.0A Green 6.0A 66.0P 31.0A YellowjAR 5.0 YellowjAR 3.0 5.0 0.0 Cycle Length: 135 secs Phase combinatl.on order: 11 #5 #6 #7 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat vjc gjC Mvmts Cap Flow Ratio Ratio Delay LOS Approach: Delay LOS EB L 179 1151 0.687 0.156 48.0 E 43.2 E T 290 1863 0.155 0.156 37.5 D R 246 1583 0.426 0.156 39.9 D WB L 238 1528 0.227 0.156 38.0 D 39.3 D TR 208 1339 0.432 0.156 40.1 E NB LTR 1160 2303 0.651 0.504 19.7 C 19.7 C SB LTR 2011 3525 0.495 0.570 13.4 B 13.4 B Intersection Delay = 21.1 secjveh Intersection LOS = C Lost TimejCycle, L = 6.0 sec Critical vjc(x) = 0.407 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 12-29-1995 Center For Microcomputers In Transportation ==========================================================--=====--====== Streets: (E-W) LINCOLN ROAD Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC (N-S) COLLINS AVE File Name: COLLNPPM.HC9 10-26-95 PM PEAK CONDITIONS WITH PROJECT ==========================================================----========= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 1 1 1 < > 2 < > 2 < Volumes 100 J2 90 45 38 65 52 660 48 51 680 117 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y /N) Y 20 (Y/N) Y 20 (Y/N) N (Y/N) N Bus stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y /N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 -2 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds * WB Left * SB Left * * Thru * Thru * * Right * Right * * Peds Peds * NB Right EB Right SB Right WE Right Green 19.0A Green 6.0A 85.0P 31.0A Yellow/AR 5.0 Yellow/AR 3.0 5.0 0.0 Cycle Length: 154 sees Phase combinat~on order: 11 15 16 #7 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ------- ----- ----- ----- ----- EB L 129 946 0.814 0.136 70.0 F 57.1 E T 254 1863 0.134 0.136 44.5 E R 216 1583 0.440 0.136 47.4 E WB L 216 1582 0.218 0.136 45.1 E 49.1 E TR 184 1349 0.587 0.136 50.9 E NB LTR 1331 2356 0.632 0.565 17.9 C 17.9 C SB LTR 2148 3446 0.437 0.623 11.5 B 11.5 B Intersection Delay = 21. 6 sec/veh Intersection LOS = C Lost Time/Cycle, L = 6.0 see Critical v/c(x) = 0.399 ----------------------------------------------------------------------- APPENDIX G 1997 LOS Worksheets With 16 Street Unsignalized e @EJ Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name ................ COL16UAM.HCO streets: (N-S) COLLINS AVE (E-W) 16 STREET Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst. . . . . . . . . . . . . . . . . .. CPA Date of Analysis.......... 10/24/95 Other Information......... FUTURE CONDITIONS - #95156 - AM PEAK HOUR Two-way stop-controlled Intersection ============================================================- -======== Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0> 2< 0 0> 2< 0 1 1< 0 1 1< 0 stop/Yield N N Volumes 3 284 124 124 586 3 3 57 3 101 48 101 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's (%) 0 0 0 0 0 0 0 0 0 0 0 0 SU/RV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 CV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 ------------------------------------------------------------------------ ------------------------------------------------------------------ Adjustment Factors Critical Gap (tg) Follow-up Time (tf) Vehicle Maneuver Left Turn Ma~or Road Right Turn M1nor Road Through Traffic Minor Road Left Turn Minor Road 5.50 5.50 6.50 7.00 2.10 2.60 3.30 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC Intersection step 1: RT from Minor Street -------------------------------------------------------- WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Probe of Queue-free State: -------------------------------------------------------- 204 1091 1091 0.89 294 983 983 1.00 step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane prob. of Queue-free State: Step 3: TH from Minor Street -------------------------------------------------------- 408 1035 1035 0.86 3400 1700 0.83 589 828 828 1.00 3400 1700 1.00 WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) Prob. of Queue-free State: Step 4: LT from Minor Street -------------------------------------------------------- 1062 261 0.82 215 0.74 1122 241 0.82 198 0.67 WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1086 214 0.55 0.65 0.64 138 1022 235 0.61 0.69 0.62 146 -------------------------------------------------------- Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap Shared Cap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ --------- EB L 3 146 25.2 D EB T 66 198 > > > 26.4 EB R 3 983 > 205 > 26.4 > D WB L 117 138 131.1 F WB T 56 215 > > > 56.0 WB R 117 1091 > 470 > 12.1 > C NB L 3 828 4.4 A 0.0 SB L 144 1035 4.0 A 0.7 Intersection Delay = 11.3 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name ................ COL16UMD.HCO streets: (N-S) COLLINS AVE (E-W) 16 STREET Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst. . . . . . . . . . . . . . . . . .. CPA Date of Analysis.......... 10/26/95 Other Information......... 1997 BACKGROUND TRAFFIC WITH PROJECT - MIDDAY P .K HOUR Two-way stop-controlled Intersection ------------------------------------------------------------------------ ------------------------------------------------------------------------ Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0> 2< 0 0> 2< 0 1 1< 0 1 1< 0 stop/Yield N N Volumes 2 543 93 93 733 2 2 44 2 93 44 93 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's (%) 0 0 0 0 0 0 0 0 0 0 0 0 SU/RV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 CV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 ------------------------------------------------------------------------ ------------------------------------------------------------------ Adjustment Factors Critical Gap (tg) Follow-up Time (tf) Vehicle Maneuver Left Turn Ma~or Road Right Turn M1nor Road Through Traffic Minor Road Left Turn Minor Road 5.50 5.50 6.50 7.00 2.10 2.60 3.30 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC Intersection Step 1: RT from Minor street -------------------------------------------------------- WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: 318 955 955 0.89 368 901 901 1.00 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane prob. of Queue-free State: 636 781 781 0.86 3400 1700 0.82 735 691 691 1.00 3400 1700 Step 3: TH from Minor Street -------------------------------------------------------- 1.00 WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) Prob. of Queue-free State: 1420 161 0.81 131 0.61 1465 152 0.81 123 0.59 Step 4: LT from Minor Street -------------------------------------------------------- WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1440 127 0.48 0.59 0.58 74 1394 136 0.50 0.60 -------------------------------------------------------- 0.53 73 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ --------- EB L 2 73 50.7 F EB T 51 123 > > > 48.4 EB R 2 901 > 127 > 48.3 > F WB L 108 74 * F WB T 51 131 > > > 386.7 WB R 108 955 > 316 > 22.8 > D NB L 2 691 5.2 B 0.0 SB L 108 781 5.3 B 0.6 Intersection Delay = 52.6 * The calculated delay was greater than 999.9 sec. Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name ................ COL16UPM.HCO Streets: (N-S) COLLINS AVE (E-W) 16 STREET Major street Direction.... NS Length of Time Analyzed... 60 (min) Analyst. . . . . . . . . . . . . . . . . .. DPA Date of Analysis.......... 10/26/95 Other Information......... 1997 BACKGROUND TRAFFIC WITH PROJECT - PM PEAK lOR Two-way stop-controlled Intersection ======================================================================== Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0> 2< 0 0> 2< 0 1 1< 0 1 1< 0 stop/Yield N N Volumes 3 622 149 149 597 3 3 69 3 112 53 112 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's (%) 0 0 0 0 0 0 0 0 0 0 0 0 SU/RV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 CV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 ------------------------------------------------------------------------ ------------------------------------------------------------------ Adjustment Factors Critical Gap (tg) Follow-up Time (tf) Vehicle Maneuver Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.50 5.50 6.50 7.00 2.10 2.60 3.30 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC Intersection Step 1: RT from Minor Street -------------------------------------------------------- -------------------------------------------------------- WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Probe of Queue-free State: 386 883 883 0.85 300 976 976 1.00 Step 2: LT from Major Street -------------------------------------------------------- SB NB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Probe of Queue-free State: TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-free State: 771 661 661 0.74 3400 1700 0.67 600 817 817 1.00 3400 1700 0.99 step 3: TH from Minor Street -------------------------------------------------------- WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) Probe of Queue-free State: Step 4: LT from Minor Street -------------------------------------------------------- 1448 155 0.67 103 0.40 1522 140 0.67 93 0.14 WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1480 120 0.09 0.21 0.21 26 1400 135 0.27 0.40 -------------------------------------------------------- 0.34 46 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ --------- EB L 3 46 83.7 F EB T 80 93 > > > 182.6 EB R 3 976 > 96 > 186.2 > F WB L 130 26 * F WB T 62 103 > > > * WB R 130 883 > 256 > 52.9 > F NB L 3 817 4.4 A 0.0 SB L 173 661 7.4 B 1.5 Intersection Delay = 421. 5 * The calculated delay was greater than 999.9 sec. APPENDIX H Calculation of 1997 Pedestrian Volumes @EJ 1997 PEDESTRIAN VOLUMES CROSSING COLLINS AVENUE AT 16 STREET (WITH PROJECT) 1997 pedestrian volumes were estimated based on background pedestrian counts, attraction from other intersections, all employees parking off-site, valet parking off- site, and patrons self-parking their vehicles. Notes on the calculation of these pedestrian counts are shown below. · 1995 pedestrian counts were taken at Collins Avenue and 16 Street. · A 5% attraction factor was used to capture pedestrians crossing Collins Avenue at Lincoln Road and 15 Street. This is to account for pedestrians currently using these intersections because 16 Street is unsignalized. · All employees will be parking off-site. The ITE Trip Generation Manual uses a factor of 0.9 employees per room for the hotel category. The manual goes on to say that 49% of the employees work during daylight hours. 800 rooms X 0.9 = 720 employees 720 employees X 49% = 353 employees work during daylight hours Assume daylight hours are from 6am to 7pm. Because work shifts are unknown, assume employees arrivals/departures are evenly distributed over the 13 daylight hours. 353 /13 = 27 employees/hour cross Collins Avenue. Assume 80% cross Collins Avenue at 16 Street 27 X 80% = 22 employees/hour · During 70% hotel occupancy, 57% of trips park off-site (valet & self-parking). Use 1 ped crossing of Collins Avenue at 16 Street per trip of off-site parking. 1997 PEDESTRIANS CROSSING COLLINS AVENUE AT 16 STREET ' 11am - 120m 120m - 10m 40m - 50m 50m - 60m Background 53 55 38 55 Volumes Peds Attracted from 33 30 21 19 Lincoln Rd. & 1 5 St Employees 22 22 22 22 Off-site Parking ~ 262 ~ ~ Total 311 369 381 463 PEOS1.WP APPENDIX I Signal Warrant Worksheets - .il @E] Z o i= ~ 0:: o a.> enc Z:J ~... ...en LL'" OZ ...~ zo:: ~~ ~-J <c<C o.Z wS2 Cen <Co c- _LL O::LL O~ Li... LL o W ... ~ en - 0 X Z - ~ w :E (JJ 0 X >< Z W >- :E N ~ a.. II) .... .... .... - - - .. - - - 0 .... ::E CD ~ Q) U) 0 0 a.. N II) ~ Z Z .... <( !l.! ,... a.. .... ,j, 0 .... c: ::E II) ~ CD .2 a.. .... ii - .... "5 X ~ 19 0. - - II) 0 W ~ -..: a.. :Ii C) ::E M QI 8 M QI :::I U) III z a.. N c: ~ Z .... .61 iIi c ..J >- II) ii c' z , c: 0 ~ w 0 .... a v > w ~ 0:: m ::E CD ~ M .2 :s a:: a.. M =' ::J .... E 0 ,. E :::I J: M 0 g u - ~ ~ w ~ :z:: li ::E Q) 5! w il ::E a.. 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G) ::l 3 ^ Ei G) J: i c: 0 ~ iii ... 0 co 8- w c C G) 0 (J ..... ....I G) ~ ~ c: w UJ ~ E := al .... .... == '# l!! ~g i G) G) It) 12 ':; ='# iii l!! l!! ~ co i ::) - U:i == Cii 00 UJ ~ a:: alco ... ... ... w 0 0 ~ 0 0 I- 'Ci' c: 'Ci' 0 == ~ (J == z z i I HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 12-29-1995 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 15 STREET Analyst: DPA Area Type: Other Comment: 1997 BACKGROUND TRAFFIC (N-S) COLLINS AVE File Name: COL15PPM.HC9 10-26-95 PM PEAK CONDITIONS WITH PROJECT ===================================================================--=== Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > < 2 < 1 2 Volumes 47 170 576 '20 100 627 PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 Lane Width 12.0 12.0 12.0 12.0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share -1 -1 -1 -1 -1 -1 Prop. Proto -2 -2 -2 ----------------------------------------------------------------------- Phase Combination Signal Operations 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 35.0A Green 56.0P Yellow/AR 4.0 Yellow/AR 5.0 Cycle Length: 100 secs Phase combinat1on order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ------- ----- ----- ----- ----- WB LR 537 1493 0.424 0.360 18.7 C 18.7 C NB TR 2150 3707 0.306 0.580 8.2 B 8.2 B SB L 296 510 0.355 0.580 8.8 B 8.3 B T 2160 3725 0.321 0.580 8.3 B Intersection Delay = 9.7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec critical v/c(x) = 0.381 -----------------------------------------------------------------------