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HomeMy WebLinkAboutCity of Tamarac Resolution R-2000-137Temp. Reso # 9021 — May 11, 2000 Page 1 CITY OF TAMARAC RESOLUTION NO. R-2000- l3 7 A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF TAMARAC, FLORIDA, REQUESTING THAT THE FLORIDA DEPARTMENT OF TRANSPORTATION (FDOT) INSTALL A TRAFFIC SIGNAL AT UNIVERSITY DRIVE AND NW 76T" STREET; DIRECTING THE INTERIM CITY CLERK TO SEND A COPY OF THIS RESOLUTION TO THE FLORIDA DEPARTMENT OF TRANSPORTATION; PROVIDING FOR CONFLICTS; PROVIDING FOR SEVERABILITY; AND PROVIDING FOR AN EFFECTIVE DATE. WHEREAS, severe traffic hazard has existed for several years in the vicinity of Tamarac Elementary School including NW 761" Street and City of Tamarac Parks and Recreation Building on University Drive; and WHEREAS, several accidents have taken place at this location, especially during morning peak hours and after -school hours; and WHEREAS, the Florida Department of Transportation (FDOT) failed to rectify the traffic congestions in spite of repeated requests from the City of Tamarac in the past; and WHEREAS, the City of Tamarac hired an independent consultant, Buckholz Traffic, to conduct a signal warrant study in 1999; and WHEREAS, Buckholz Traffic ranked the need for a traffic signal at five on a scale of one to ten; and WHEREAS, the City of Tamarac submitted this signal warrant study, attached hereto as "Exhibit A", to the FDOT and requested that a traffic signal be installed; and WHEREAS, the FDOT disagreed with Buckholz Traffic recommendation for the traffic signal and has instead recommended certain median and right turn improvements; and Temp. Reso # 9021 — May 11, 2000 Page 2 WHEREAS, the City of Tamarac believes that these interim improvements will not solve the traffic problems at this location; and WHEREAS, the City of Tamarac strongly recommends that in -lieu of interim improvements, a traffic signal be installed at NW 76th Street; and WHEREAS, the City Commission of the City of Tamarac, Florida deems it to be in the best interest of the citizens and residents of the City of Tamarac to have a traffic signal installed at University Drive and NW 76th Street. NOW, THEREFORE, BE IT RESOLVED BY THE CITY COMMISSION OF THE CITY OF TAMARAC, FLORIDA: Section 1: That the foregoing "WHEREAS" clauses are hereby ratified and confirmed as being true and correct and are hereby made a specific part of this Resolution. Section 2: That the City Commission of the City of Tamarac requests that the Florida Department of Transportation install a traffic signal at University Drive and NW 761h Street. Section 3: That the Interim City Clerk is directed to send a copy of this resolution to the Florida Department of Transportation. Section 4: All resolutions or parts of resolutions in conflict herewith are hereby repealed to the extent of such conflict. 1-1 Temp. Reso # 9021 — May 11, 2000 Page 3 1 1 Section 5: If any clause, section, other part or application of this Resolution is held by any court of competent jurisdiction to be unconstitutional or invalid, in part or in application, it shall not affect the validity of the remaining portion or applications of this Resolution. Section 6: This Resolution shall become effective immediately upon its adoption. PASSED, ADOPTED AND APPROVED this zzyday of , 2000. JOE SCHREIBER, MAYOR 1 NO(VENSON, CMC INTERIM CITY CLERK I HEREBY CERTIFY that I h ADftved this Resolution as ITCHELL S. CITY ATTO RECORD OF COMMISSION MAYOR SCHREIBER DIST 1: COMM. PORTNER DIST 2: COMM. MISHKIN DIST 3: COMM. SULTANOF, DIST 4: VIM ROBERTS • �j • UNIVERSITY DRIVE & NW 76TH STREET SIGNAL WARR,4NTSYUDY June 1999 UNIVERSITY DRIVE/NW 76TH STREET SIGNAL WARRANT STUDY Page 1 1.0 INTRODUCTION JW Buckholz Traffic Engineering Inc (Buckholz Traffic) was retained by the City of Tamarac to conduct a traffic signal warrant study at the intersection of University Drive (SR 817) and NW 76th Street in Tamarac, Florida. The purpose of this report is to document the results of that study. University Drive is a six lane divided urban arterial with a posted speed limit of 45 mph in each direction. NW 76th Street, which forms the east leg of this 4-way intersection, is a two lane undivided roadway that serves a residential neighborhood located to the east of University Drive. NW 76th Street has a posted speed limit of 25 mph in each direction. The west leg of the intersection consists of a shared driveway used by Tamarac Elementary School, the City of Tamarac Recreation Center, and a 29,600 gsf shopping center. Only 4300 gsf of the shopping center is currently occupied, leaving 25,300 gsf of unoccupied space. The west leg of the intersection is one of two driveways that provides access to this shopping center. Most of the weekday traffic using this drive is generated by Tamarac Elementary School which is located in the northwest quadrant of the intersection. The University Drive/NW 76th Street intersection is currently under STOP control and there are two approach lanes on both side street legs. Figure 1 provides the condition diagram for this intersection. The closest signalized intersection to the north is at NW 78th Street (1000 feet away) while the closest signalized intersection to the south is at NW 72nd Street (1000 feet away). BUCKHOLZ TRAFFIC CJ UNIVERSITY DRIVE/NW 76TH STREET SIGNAL WARRANT STUDY Page 2 2.0 DATA COLLECTION The traffic data collected for this signal warrant study is presented in a series of attachments as follows: Attachment A contains the weekday machine counts and Table 1 summarizes the counts. Weekday 24-hour approach counts, with volumes recorded every 15 minutes, were conducted on the four approaches to the intersection on Wednesday & Thursday, June 9th & 10th, 1999. A traditional commute pattern exists along University Drive with southbound traffic being heaviest during the AM peak period and northbound traffic being heaviest during the PM peak period. Based on the 24-hour approach counts, the daily traffic on University Drive is estimated to be 48,760 vehicles per day with 7.0% of this traffic (3396 vehicles) occurring during the AM peak hour, 7.7% (3732 vehicles) occurring during the midday peak hour, and 8.1% (2390 vehicles) occurring during the PM peak hour. The daily traffic on NW 76th Street is estimated to be 3090 vehicles per day, while about 1700 vehicles per day use the west leg of this intersection. Attachment B contains the manual turning movement counts. A 9-hour manual turning movement count was conducted by Buckholz Traffic personnel during the following weekday periods. 7:00 - 10:00 AM, 11:00 AM - 1:00 PM, and 2:00 - 6:00 PM on Tuesday, June 8, 1999. The data was collected at 15-minute intervals and includes a separate tabulation for trucks and pedestrians. Figure 2 provides a visual summary of peak hour traffic flows. As indicated in Table 2, there is relatively little pedestrian and bicycle activity at the intersection, and the percentage of trucks using the intersection is also low. The presence of a nearby pedestrian overpass across University Drive partially explains the low level of pedestrian and bicycle activity at this intersection. Attachment C contains the collision diagrams for the intersection. From January 1st, 1996 through March 31 st, 1999 there have been 21 recorded accidents at this intersection. There were three accidents in 1996, seven accidents in 1997, seven accidents in 1998, and four accidents in the first quarter of 1999. There was one signal correctable accident in 1996, five in 1997, five in 1998, and three in the first quarter of 1999. BUCKHOLZ TRAFFIC UNIVERSITY DRIVE/NW 76TH STREET SIGNAL WARRANT STUDY Page 3 Attachment D contains the delay study with the results for the higher volume eastbound approach summarized in Table 3. The highest per vehicle delay is experienced during the afternoon when school lets -out. During this period, average per vehicle delay was 28 seconds while the total delay was about 1 hour and 30 minutes. Most of the side street traffic during this period makes a two movement left turn, temporarily storing in the median. The delay measurements include any delay experienced by left or thru vehicles that temporarily stored in the median during this two movement crossing. Attachment E contains the gap study with the results summarized in Table 4. Like many six - lane arterials in South Florida, most of the vehicles turning left from the side street were required to temporarily store in the median opening during peak periods. The gap study was performed separately for the northbound and southbound directions. For a one movement turn crossing both directions at a time, a minimum gap of 8 seconds is required. A review of Table 4 indicates that gaps of 8 seconds or more are available 27% of the time northbound, and 28% of the time southbound during the peak hour of the main street. Combined simultaneous gaps of 8 seconds or more would thus occur 8% of the time. . Gap availability when crossing one direction of main street traffic at a time was ample. A minimum gap of 6 seconds is required to cross one direction of main street traffic to reach the median, or to merge into traffic from the median. Such gaps were available 34% of the time crossing the northbound lanes and 36% of the time crossing the southbound lanes. Attachment F contains color copies of the intersection photographs. At least two photographs were taken on each approach to the intersection. Also included as Attachment G is a set of key sheets which aid in interpreting the data sets. 3.0 FIELD OBSERVATIONS No serious traffic operations problems were observed at this intersection. Except during school ingress and egress periods, side street approach traffic is light while delay, queuing, and vehicular conflicts were minimal during all observed time periods. BUCKHOLZ TRAFFIC UNIVERSITY DRIVE/NW 76TH STREET SIGNAL WARRANT STUDY Page 4 4.0 SIGNAL WARRANT ANALYSIS Using the above data, a complete signal warrant analysis was conducted. 4.1 WARRANTS 1, 2, 6, AND 8 Table 5 contains the results for warrants 1 (Minimum Vehicular Volume), 2 (Interruption of Continuous Traffic), 6 (Accident Experience), and 8 (Combination of Warrants) without the 70% reduction applied. Only warrant 6 was met without the 70% reduction. However, the 70% reduction applies to this intersection since University Drive has a posted speed limit above 40 mph. Table 6 shows the results for these warrants with this reduction applied. Warrant 2 is also met with the 70% reduction taken into account. In order to fully evaluate the warrants it was necessary to synthesize equivalent turning movement counts from the less -accurate machine counts for certain hours. These calculations are contained in Table 7 for the side street approaches and Table 8 for the main street. 0 4.2 WARRANT 3 • A review of the pedestrian volumes contained in Attachment B reveals that warrant 3, the Minimum Pedestrian Volume warrant, is not even close to being met. Therefore, a formal analysis was not performed with respect to this warrant. 4.3 WARRANTS 4, 5, AND 7 Warrant 4, the School Crossing warrant, is not applicable since the intersection does not serve as a school crossing (students use the pedestrian overpass to cross University Drive). Warrant 5, the Progressive Movement warrant, and warrant 7, the Systems Movement warrant are also not applicable. 4.4 WARRANT 9 Warrant 9, the Four Hour Volume warrant, is analyzed in Figures 3 and 4. This warrant is met with the 70% reduction but is not met without the reduction. BUCKHOLZ TRAFFIC • UNIVERSITY DRIVE/NW 76TH STREET SIGNAL WARRANT STUDY Page 5 A review of Table 3, which was presented earlier, indicates that the intersection does not experience greater than 5 hours of side -street vehicular delay during the peak hour. Therefore warrant 10, the Peak Hour Delay warrant, is not met. 4.6 WARRANT 11 Warrant 11, the Peak Hour Volume warrant, is analyzed in Figures 5 and 6. This warrant is met both with and without the 70% reduction. 4.7 WARRANT SUMMARY Table 9 summarizes the warrant analysis 11. 5.0 RECOMMENDATIONS This intersection currently meets warrants 2, 6, 9 and )ntVVab a% 04 tehtinuoustn Acc.UG,t ex�_Vk -" Haan Vo14~ �PtKk Hour TO ... The Universit Drive/NW 76th Street meets signal warrants 2 6, 9 d 17 and the accident history leaves cause for concern. However, no significant tra fic operational problems were r^ observed. A reasonable number of available gaps exist in the main street traffic stream during peak periods. Side street queuing and delay does not pose a significant problem. Based on this stud , it is recommended that a traffic si nal be considered for this intersection. If it is decided by others that a traffic signal should be installed at this intersection, then a signal system timing evaluation should be conducted along University Drive to ensure that the new signal will not adversely affect progressed flow. Any new signal should also flash during low volume periods, including periods when school is not in session. It should be kept in mind that traffic volumes on the west approach of the intersection will increase significantly as the almost -empty shopping center becomes occupied. In fact, preliminary calculations indicate that almost 70 additional trips will be added to this approach during the PM peak hour when the center is fully occupied. This future development will increase the need for signalization and the shopping center occupancy situation should be closely monitored. Finally, with or without a signal, it is recommended that pavement markings (lane lines and pavement arrows) be added on the school/shopping center drive approach so as to properly designate the two egress lanes; which should be a thru/left lane and an exclusive right turn lane. BUCKHOLZ TRAFFIC 4 4 4 OVERHEAD PEDESTRAIN CROSSING I I I I , I , I , I � I 0 12' 12' 12' N I� U � a W a� � © Q 11/ N I x 3 C/] O - I W Q 7 � W 3 � Z W U z a � a i N DO 12 k* 14' 112' 1 12' f Buckholz Traffic O �h N N,T.S. o HQ SCHOOL SCHOOL YHRV SPEED DAYS UMIY mucks 15 e:ao-4:o0 a:00—a: ao © o fttNW76TH STREET 12' ell W 7 > Q F C!a W Z FIGURE 1 UNIVERSITY DR. / NW 76TH STREET CONDITION DIAGRAM 4 r L 4 4 AM PEAK HOUR 08:00 AM - 09:00 AM m cu Ua ru CG ca OL/SHOPPING CTR 57 u�l a 3 — -- w 120 � z SCHOOL PM PEAK HOUR o W (7 M 7 2:45 - 3�45 PM a SCHOOL/SHOPPING CTR 67 9 ---------------- w 7 106 ------- z' 5 PM PEAK HOUR Co w �WFu 4:30 PM - 5!30 PM A SCHOOL/SHOPPING CTR 38 M x 37 � Z x3 �-t Buckholz Traffic �— 40 -- — 23 32 NW 76TH STREET Co v 'D Cu o 19 �— -- 10 18 NW 76TH STREET r� fU N Ln 27 0 28 NW 76TH STREET FIGURE 2 UNIVERSITY DR. (SR 817)/ NW 76TH STREET PEAK HOUR TURNING MOVEMENTS N N.T.S. N N.T.S. N N.T.S. FOUR HOUR VOLUME WARRANT (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400 z 300 h— U Li Q wp �cl'. 200 Ix O w Z� w 0 100 r LANES & 2 OR MORE LANES 2 OR MORE 2 OR MORE LANES 1 LANE & 1 LANE & 1 LANE 200 300 400 500 600 700 800 900 1000 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH . *NOTE: 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 60 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH ONE LANE, 0 WARRANT NO. 9 - FOUR HOUR VOLUMES MAJOR STREET MINOR STREET SR 817 SCHOOL UNIVERSITY DR.) SHOPPING CTR DR. HOUR VOLUMES BOTH APPROACHES MAJOR STREET HIGHEST APPROACH MINOR STREET 8:00 - 9:00 AM 3286 180 3:00 - 4:00 PM 3390 171 NOON - 1:00 PM 2410 108 10:00 - 11:00 AM 2433 144 WARRANT SATISFIED ® YES [] NO FIGURE 3 • • 500 0- 7 1 400 r c) Li Lo 0 300 r� �a 0 w 200 z� p 100 z FOUR HOUR VOLUME WARRANT 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH *NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH ONE LANE. WARRANT NO. 9 - FOUR HOUR VOLUMES MAJOR STREET SR 817 MINOR STREET SCHOOL UNIVERSITY DR. SHOPPING CTR DR. HOUR VOLUMES BOTH APPROACHES MAJOR STREET HIGHEST APPROACH MINOR STREET 8:00 - 9:00 AM 3286 180 3:00 - 4:00 PM 3390 171 NOON - 1:00 PM 2410 108 10:00 - 11:00 AM 2433 144 WARRANT SATISFIED YES ® NO FIGURE 4 PEAK HOUR VOLUME WARRANT (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) IL 1 400 f— U w¢ 300 p 200 z� w 0 100 c� 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE 300 400 500 600 700 800 900 1000 1100 1200 1300 MAJOR STREET — TOTAL OF BOTH APPROACHES — VPH *NOTE: 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 60 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH ONE LANE. WARRANT NO. 11 — PEAK HOUR VOLUMES MAJOR STREET SR 817 (UNIVERSITY DR.) MINOR STREET SCHOOL./SHOPPING CTR DR. HOUR VOLUMES BOTH APPROACHES MAJOR STREET HIGHEST APPROACH MINOR STREET 8:00-9:00 AM 3268 180 WARRANT SATISFIED ® YES NO FIGURE 5 • • • 0 j 50C I U 40C w¢ wp a 300 a �a z m 200 J >j 100 2 C7 = 400 PEAK HOUR VOLUME WARRANT 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE ouu ouu Iuuu 1200 1400 1600 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH *NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH ONE LANE. WARRANT NO. 11 - PEAK HOUR VOLUMES MAJOR STREET SR 817 (UNIVERSITY DR.) MINOR STREET SCHOOL/SHOPPING CTR DR. USING OCTOBER 1997 TURN MOVEMENT COUNTS HOUR VOLUMES BOTH APPROACHES MAJOR STREET HIGHEST APPROACH MINOR STREET 8: 00- 9: 00 AM 3286 180 WARRANT SATISFIED ® YES NO FIGURE 6 9 TABLE 1 UNIVERSITY DR. / NW 76TH STREET BROWARD COUNTY, FLORIDA 1999:DMLY TC' VOLUME SUMMARY Segment Northbound Southbound Eastbound Westbound Date of Count Day of Week UNIVERSITY DR. South of NW 76th St. 23,280 ---- N/A N/A June 9, 10 Wed &Thur North of NW 76th St. --- 25,480 N/A N/A June 9, 10 Wed &Thur NW 76th Street West of University Dr. N/A N/A 1545 -- June 9, 10 Wed &Thur East of University Dr. N/A N/A ---- 851 June 9, 10 Wed & Thur BUCKHOLZ TRAFFIC 0 L TABLE 2 TRUCK AND PEDESTRIAN SUMMARY UNIVERSITY DR. / NW 76TH STREET BROWARD COUNTY, FLORIDA ....... ... .. ... . .. ..... .. ... .. . . .... .... . .. . . ... . .... . ... ...... . ....... . . JUNE, 1999 TRAFFIC: :CONDITIONSi . .. .. . ...... . . ...... . . . .. . . ........ . Total '' Total Percent Pedestrians and. Period Vehicles Comri;ercial' Commercial Bicycles Vehicles Vehicles Entire Intersection AM (7:00 AM - 10:00 AM) 8832 173 1.96 2 MIDDAY (11:00 AM - 1:00 PM) 4838 108 2.23 5 PM (2:00 PM - 6:00 PM) 14246 170 1.19 8 All Periods 27,916 451 1.62 15 Side Street Approaches AM (7;00 AM - 10:00 AM) 406 10 2.46 1 MIDDAY (11:00 AM - 1:00 PM) 166 0 0.00 4 PM (2;00 PM - 6:00 PM) 569 7 1.23 7 All Periods 1,141 17 1.49 12 BUCKHOLZ TRAFFIC 0 TABLE 3 STOP SIGN DELAY RESULTS (EASTBOUND) University Dr. / NW 76th Street 1999 Trafflc Conditions LEFT TURN LANE PERIOD Vehicles Average Stopped Time Total Delay Average Queue Maximum Queue 8:45 to 9:45 AM 61 36.34 seconds 0.62 r 1 5 2:45 to 3:45 PM 64 48.69 seconds 0.87 < 1 4 RIGHT TURN LANE PERIOD Vehicles Average Stopped Time Total Delay Average Queue Maximum Queue 9:45 to 9:45 AM 132 12.11 seconds 0,44 ¢ 1 4 2:45 to 3:45 PM 145 19.17 seconds 0.77 c 1 4 APPROACH TOTAL PERIOD Vehicles Average Stopped Time Total -Delay Delay a 5 Hrs.? Maximum Queue 8:45 to 9:45 AM 193 19.77 seconds 1.06 hours NO 5 2:45 to 3:45 PM 209 28,21 seconds 1.64 hours NO 4 BUCKHOLZ TRAFFIC 0 • TABLE 4 GAP STUDY SUMMARY University Dr. / NW 76th Street June, 1999 Traffic Conditions Broward County, Florida PM Peak Hour (2:45 - 3:45 PM) Number of Amount of Time per Hr DIRECTION Gaps a= 8 sec with Gaps >= 8 sec NORTHBOUND 76 15.92 minutes Number of Amount of Time per Hr DIRECTION Gaps >= 8 sec with Gaps a- 8 see SOUTHBOUND 69 _ 16.8$ minutes BUCKHOLZ TRAFFIC Percent of Time per Hr with Gaps >= 8 sec 27% Percent of Time per Hr with Gaps >- 8 sec 28% r� L.J 11 • Without the Reduction to 70% TABLE 5 SIGNAL WARRANT ANALYSIS University Drive (SR 817) & NW 76th Street Broward, Florida June, 1999 Traffic Conditions (With School in Session) TIME PERIOD NUMBER OF VEHICLES WARRANT SATISFIED? University Drive (SR 817) School/SC Drive NW 76th Street .WARRANT 1 WARRANT 2 WARRANT 6 WARRANT 9 6:00 - 7:00 AM 1224 6 44 NO NO NO NO 7:00 - 8:00 AM 2782 24 78 NO NO YES NO 8:00 - 9:00 AM 3286 180 95 NO YES YES YES 9:00 - I0:00 AM 2268 89 30 NO NO YES NO 10:00 - 11:00 AM 2433 144 35 NO YES YES NO 11:00 AM - NOON 2262 50 25 NO NO NO NO NOON - 1:00 PM 2410 108 58 NO YES YES NO 1-00 - 2:00 PM 3087 61 46 NO NO NO NO 2:00 - 3:00 PM 2798 80 51 NO NO YES NO 3:00 - 4:00 PM 3390 171 36 NO YES YES YES 4:00 - 5:00 PM 3648 57 65 NO NO YES NO 5:00 - 6:00 PM 3841 52 57 NO NO NO NO 6:00 - 7:00 PM 3075 28 60 NO NO NO NO 7:00 - 8:00 PM 2547 19 75 NO NO NO NO 8:00 - 9:00 PM 2081 1 32 49 NO NO NO NO NUMBER OF HOURS SATISFIED 0 4 8 2 1996 Correctable Accidents --- --- I — 1997 Correctable Accidents --- -- 5 -- 1998 Correctable Accidents --- --- 5 WARRANT SATISFIED ? NO NO YES NO NOTE: The posted speed on SR 817 is 45 mph (>40 mph), therfore the reduction to 70% applies. Number of approach lanes: SR 817 - 3; NW 76th Street - 2; School/SC Drivc - 2 Numbers in Italics were synthesized fron machine (ATR) counts WARRANT 1 - MINIMUM VEHICULAR VOLUMES (Required for 8 hours): SR 817 - 600 vph; NW 76th/School - 200 vph WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC (Required for 8 hours): SR 817 - 900 vph; NW 76th/School - 100 vph WARRANT 6 - ACCIDENT EXPERIENCE: 5 or more signal correctable accidents AND: WARRANT I OR WARRANT 2 SR 817 480 Vehicles per hour SR 917 - 720 Vehicles per hour NW 76th/School 160 Vehicles per hour NW 76th/School 80 Vehicles per hour WARRANT 8 - COMBINATION OF WARRANTS (Required for 8 hours) WARRANT 1 AND WARRANT 2 SR 817 480 Vehicles per hour SR 817 - 720 Vehicles per hour NW 76th/School 160 Vehicles per hour NW 76th/School 80 Vehicles per hour BUCKHOLZ TRAFFIC • • 0 With the Reduction to 70% TABLE 6 SIGNAL WARRANT ANALYSIS University Drive (SR 8171 & NW 76th Street Broward, Florida - June, 1999 Traffic Conditions (With School in Session) TIME PERIOD NUMBER OF VEHICLES WARRANT SATISFIED? University Drive (SR 917) School/SC Drive NW 76th Street WARRANT 1. WARRANT 2 WARRANT 6 WARRANT 8 6:00 - 7:00 AM 1224 6 44 NO NO NO NO 7:00 - 8:00 AM 2782 24 78 NO YES YES NO 8:00 - 9:00 AM 3286 180 95 YES YES YES YES 9:00 - 10:00 AM 2268 89 30 NO YES YES NO 10:00 - 1 I :00 AM 2433 144 35 YES YES YES YES 11:00 AM - NOON 2262 50 25 NO NO NO NO NOON - 1:00 PM 2410 108 58 NO YES YES NO 1:00 - 2:00 PM 3087 61 46 NO NO YES NO 2:00 - 3:00 PM 2798 80 51 NO YES YES NO 3:00 - 4:00 PM 3390 171 36 YES YES YES YES 4:00 - 5:00 PM 3648 57 65 NO NO YES NO 5:00 - 6:00 PM 3841 52 57 NO NO YES NO 6:00 - 7:00 PM 3075 28 60 NO NO YES NO 7:00 - 8:00 PM 2547 19 75 NO YES YES NO 8:00 - 9:00 PM 2081 32 49 NO NO NO NO NUMBER OF HOURS SATISFIED 3 8 12 3 1996 Correctable Accidents -- --- 1 1997 Correctable Accidents --- - 5 -- 1998 Correctable Accidents -- WARRANT SATISFIED ? NO YES YES NO NOTE: The posted speed on SR 817 is 45 mph (>40 mph), therfore the reduction to 70% applies. Number of approach lanes: SR 817 - 3; NW 76th Street - 2; School/SC Drive - 2 Numbers in Italics were synthesized fran machine (ATR) counts WARRANT l - MINIMUM VEHICULAR VOLUMES (Required for 8 hours): SR 817 - 420 vph; NW 76th/School - 140 vph WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC (Required for 8 hours): SR 817 - 630 vph; NW 76th/School - 70 vph WARRANT 6 - ACCIDENT EXPERIENCE: 5 or more signal correctable accidents AND: WARRANT I OR WARRANT 2 SR 817 336 Vehicles per hour SR 817 - 504 Vehicles per hour NW 76th/School 112 Vehicles per hour NW 76th/School - 56 Vehicles per hour WARRANT 8 - COMBINATION OF WARRANTS (Required for 8 hours) WARRANT I AND WARRANT 2 SR 817 336 Vehicles per hour SR 817 - 504 Vehicles per hour NW 76th/School 112 Vehicles per hour NW 76th/School 56 Vehicles per hour BUCIKHOLZ TRAFFIC • • ao � w 7 o00 v _ �p N Q\ r1 cc o T � � a Q E 3 � 0 c-i n Cc � p GL V] 0. 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