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HomeMy WebLinkAbout1990 07 24 - Traffic Impact StudyA L2 eA, 10 VICKERS GROVE TRAFFIC IMPACT STUDY PREPARED FOR: MASTELLER & MOLER ASSOCIATES, INC. SEBASTIAN, FLORIDA JULY 24,1990 ''� JW BUCKHOLZ TRAFFIC ENGINEERING INC J W BUCKHOU TRAFFIC ENGINEERING INC 4221 BAYMEADOWS ROAD, SUITE 5 JACKSONVILLE, FLORIDA 32217 July 24, 1990 Mr. Michael S. Dudeck, Jr., P.E. em� County Traffic Engineer Indian River County 1840 25th Street Vero Beach, Florida 32960 rTIN Re: Vickers Grove Subdivision Dear Mr. Dudeck: (904) 733-1514 Please find attached the completed Traffic Impact Study for the Vickers Grove Subdivision. Contained in this study are the data and analyses used to support our conclusions and recommendations. It should be kept in mind when reviewing this report that our intent is to address overall traffic flow in the area by examining the effects of both site and non -site traffic. The final recommendations are global in nature, treating the area as a whole, with no attempt made to assign responsibility for the Improvements or to specifically tie any of the improvements to the development at hand. The report is a technical document that provides the necessary traffic engineering basis for subsequent discussions concerning development approval. z...y:vi have any questions or comments please give me a call. r•m1 '' J ` - � Sincexel t:i, _J _r W-: .!�uekholz, P.E. pal Princi a � \ . cc: Mr. David Fisher, City of Sebastian Mr. Tracy Empfield, FDOT District 4 ON VICKERS GROVE TRAFFIC IMPACT STUDY I W rrnaDLTCT I an Page 1 The planned Vickers Grove Subdivision is a mixed-use development that will, upon full build -out, contain 43 single family homes, 59 two-family homes, and 28 commercial lots - with the 28 commercial lots containing an estimated total of 456,000 gsf of light industrial space. The development will be located in the City of Sebastian Florida, being bounded by Lance Street on the west, Gilson and Concord Avenues on the north, the Florida East Coast Railroad tracks on the east, and Mabry Street on the south. The eastern side of this development, which will contain the industrial buildings, will be contiguous with the Vickers Industrial Subdivision, All another planned development that is expected to contain an additional 360,000 gsf of industrial space. Land use immediately adjacent to the proposed development is primarily residential in nature, with a few AM% isolated commercial establishments located just southeast of the site along 99th Street. The proposed development will replace the Vickers Land Mine which currently occupies the site. Figure 1 shows the site location and the proposed access system. The main entrance to the development will be located on 99th Street (Vickers Road) approximately one-quarter mile west of US 1 (SR 5), with secondary access to the site provided via two access points on Lance Street, one access point on Gilson Avenue, and one access point on Concord Avenue. The area of interest for this Traffic Impact Study includes all of 99th 0% JW BUCKHOLZ TRAFFIC ENGINEERING INC � VICKERS GROVE TRAFFIC IMPACT STUDY Page 2 Street, the segment of US 1 from CR 512 (Fellsmere Road) to CR 510 (Wabasso r-1' Road or 85th Street), and the segment of Schumann Drive from US l to Englar Avenue. Major intersections within this study area include the signalized US 1/CR 512, US 1/Schumann Dr., and US 1/CR 510 intersections, and the unsignalized US 1/99th St. and Schumann Dr./Englar Ave. intersections. The overall study area is depicted in Figure 2 with a description of each of the major intersections contained in Figures 3 through 7. Figure 8 ,M% summarizes existing right-of-way widths and posted speed limits for all roads of interest in our study area. It should be noted that the right-of- way widths were obtained from local "tax maps", not from an actual survey, ?"N and are provided for informational purposes only. US 1 is a four lane divided arterial with a grass median that is approximately 14 foot wide. The posted speed limit along US 1 varies between 40 mph and 55 mph within the study area. Schumann Drive, from US 1 to Beach Lane, is a two lane divided collector with a landscaped median. South of Beach Lane, Schumann Drive is an undivided collector. The speed limit along Schumann Drive is posted at 25 mph north of Englar Avenue and 30 mph south of Englar Avenue with a 20 mph segment in the vicinity of Englar Avenue. JW BUCKHOLZ TRAFFIC ENGINEERING INC VICKERS GROVE TRAFFIC IMPACT STUDY Page 3 EXISTING TRAFF I C✓ VOLUMES In order to identify existing traffic volumes in the study area, JW Buckholz Traffic Engineering Inc conducted a series of manual turning movement counts and 24-hour machine counts. The following weekday PM peak period turning movement counts were taken: W US 1/CR 512, US 1/Schumann Dr., and US 1/CR 510 Wednesday, June 13, 1990, 3:45 PM - 6:15 PM US 1/99th Street Wednesday, June 13, 1990, 4:15 PM - 6:15 PM Schumann Dr./Englar Ave., Schumann Dr./Canal Circle Thursday, June 14, 1990, 4:00 PM - 6:00 PM fmN The weather was clear and dry during all of these counts. Traffic volumes were collected at 15 -minute intervals with trucks recorded separately from autos. Table l summarizes the afternoon hourly traffic volumes with the detailed data contained in Appendix A. A review of these traffic counts reveals that the weekday PM peak hour occurs between 4:30 PM and 5:30 PM along US l and between 4:15 PM and 5:15 PM along Schumann Drive. Figure 9 summarizes the current weekday PM peak hour traffic volumes in the study area. These volumes were subsequently JW BUCKHOLZ TRAFFIC ENGINEERING INC r VICKERS GROVE TRAFFIC IMPACT STUDY Page 4 adjusted to reflect seasonal variations in traffic flow. Table 2 contains a set of seasonal adjustment factors for Indian River County that were obtained from the Florida Department of Transportation's District 4 Planning Office. A factor of 0.99 applies to the period during which our traffic counts were taken (6/11/90 to 6/15/90). Our counts were factored by this amount to obtain the seasonally adjusted PM peak hour traffic volumes contained in Figure 10. The following 24-hour machine counts were also conducted: On US 1, between Schumann Drive and 99th Street (from 3:00 PM, Wednesday, 6/13/90 to 6:00 PM, Thursday, 6/14/90) On US 1, between 99th Street and CR 510 (from 3:00 PM, Wednesday, 6/13/90 to 6:00 PM, Thursday, 6/14/90) /RN On Schumann Dr., between US 1 and the Florida East Coast R.R. tracks (from 4:00 PM, Wednesday, 6/13/90 to 6:00 PM, Thursday, 6/14/90) On Schumann Dr., between Essex Lane and Dolores St. (from 3:00 PM, Wednesday, 6/13/90 to 6:00 PM, Thursday, 6/14/90) The machine counts were also taken at 15 minute intervals with data collected separately for each direction of travel. Figure 11 summarizes the daily traffic volumes obtained from these counts with the data itself contained in Appendix B. Figure 12 contains the seasonally adjusted daily JW BUCKHOLZ TRAFFIC ENGINEERING INC rX1, VICKERS GROVE TRAFFIC IMPACT STUDY Page 5 traffic volumes. Historical traffic count data along US 1 was obtained from the FDOT's District 4 Planning Office. The only FDOT counting station in the area is located south of CR 512 on US 1. Table 3 summarizes the daily traffic counts at this location from 1986 to the present. In Table 3 we have also seasonally adjusted these volumes and have calculated a 6% growth rate for the period. JW BUCKHOLZ TRAFFIC ENGINEERING INC VICKERS GROVE TRAFFIC IMPACT STUDY Page 6 �' TRI P GENERAT I CSN Table.4 summarizes the trip generation calculations for the development. The trip rates used are those contained in the City of Sebastian's "Table of Average Trip Generation Rates by Land Use Category" (Sebastian Land Development Code, Section 20A-10.2). The relative distribution of entering versus exiting traffic for each land use was obtained from the 4th Edition of the Institute of Transportation Engineers' Trip Generation Manual. r, No pass -by capture is expected for this development and the level of internal trip -making is assumed to be negligible. The effect of ride sharing for this development is also assumed to be negligible. MN The trips generated by the industrial land use were subdivided into employee trips and non-employee trips so that a more accurate trip distribution could be carried out. The assumptions and calculations that were used to separate employee trips from non-employee trips are contained in Table 5. ON JW BUCRHOLZ TRAFFIC ENGINEERING INC VICKERS GROVE TRAFFIC IMPACT STUDY Page 7 (M' D I STR I SLTT I C7N ANT.1 ASSIGNMENT C?F S ITE ON GENERATED TRIP S The directional distribution of traffic was estimated separately for the following three categories of trips: 1.) Residential Trips - all trips generated by the single family and duplex units. 2.) Employee Industrial Trips - trips generated by the employees of the industrial units when commuting to and from work or when making personal trips. 3.) Non -Employee Industrial Trips - all other trips generated by the industrial units; includes incoming deliveries and outgoing shipments, customer visits, calls by salesmen, service vehicles, etc. We can expect that employees and residents of this proposed development will quickly become familiar with the area and will not hesitate to make use of the "back door" access to the site via Lance Street, Gilson Avenue, or Concord Avenue. On the other hand, the non-employee industrial trips will be made by individuals who are not familiar with the area, or by individuals who are driving a truck and, therefore, cannot use any of the "back door" entrances. (We are making the assumption that trucks will be JW BUCKHOLZ TRAFFIC ENGINEERING INC '' VICKERS GROVE TRAFFIC IMPACT STUDY Page S prohibited from using the residential streets.) Also, since the residential lots are located closer to these back door entrances than the industrial lots, residents can be expected to make more use of these entrances than the employees since they will find it more convenient. Consequently, in order to obtain an accurate trip distribution picture, it is necessary to treat each of these three trip types separately. ' Using the above reasoning, and taking into account the surrounding population distribution, access to the regional highway network, and existing traffic patterns (as obtained from our manual turning movement counts), the trip distribution pattern for each of the three groups was estimated. The resulting trip distribution percentages are presented in Figure 13. Applying these trip distribution percentages to the trip generation results for each of the three trip types, and then summing over all trip types, produces the total PM peak hour site -generated traffic volumes. These volumes are presented in Figure 14 with the intermediate volumes for each trip type contained in Appendix C. They are full occupancy volumes and represent 1991 conditions. JW BUCKHOLZ TRAFFIC ENGINEERING INC ele ' VICKERS GROVE TRAFFIC IMPACT STUDY Page 9 ON T RA F F Z C G E N E R A T E D 13"Y O T H E R DMIF ELCSP.MENT'0 The Indian River County Planning Department and the City of Sebastian Engineering Department were contacted in order to obtain information on other developments planned for this area. Four developments were /WIN identified: rvs 1.) Morchesky Industrial Park - This 21.91 acre industrial park will be located on the west side of Old Dixie Highway, approximately one-quarter mile south of CR 512. Construction is planned to begin in the near future. 2.) Hedin Jiffy -Lube and Mini -Storage - This commercial development, which is currently under construction, will be located on the southwest corner of the US 1/99th Street intersection. The Jiffy Lube will front on both US 1 and 99th Street while the 107 units of mini -storage will front entirely along 99th Street. 3.) Fischer Industrial Park - This small development consists of approximately 58,000 gsf of industrial space with about 45,000 gsf of this space currently unoccupied. It is located north of 99th Street and west of the Florida East Coast Railroad tracks, near the main entrance of the proposed Vickers Grove development. JW BUCKHOLZ TRAFFIC ENGINEERING INC elm) VICKERS GROVE TRAFFIC IMPACT STUDY Page 10 4.) Vickers Industrial Subdivision - This development, which has been MN approved by the local reviewing agencies, will be located immediately east of our site and will contain 360,000 gsf of industrial space. Table 6 summarizes the trip generation calculations for these background developments and Figure 15 shows their location. For the Jiffy -Lube we have assumed that 50% of the trips will be "captured" from the passing traffic stream. This is consistent with data contained in Table V-3 of the Institute of Transportation Engineers' Trip Generation Manual as relating to service stations. PROPOSED nC3ZkD IMPROVEMENTS $Y OTHERS The March 1988 "Thoroughfare Plan" for the City of Sebastian was examined to identify future road projects in the area that could affect access to the proposed site. No such projects were discovered. However, there are three future road projects that will affect traffic circulation in the general study area: 1. } The realignment of CR 512 from Sebastian Plaza Shopping Center to US 1. CR 512 will be split into two one-way pairs along this stretch (each road being two lanes wide), and CR 512 will be widened to 5 lanes west of this segment. JW BUCKHOLZ TRAFFIC ENGINEERING INC rw% Fps VICKERS GROVE TRAFFIC IMPACT STUDY Page 11 2.) The realignment of Stratton Avenue from Bristol Street to US 1. 3.) The extension of Vocelle Avenue from CR 512 to US 1. The CR 512 realignment is expected to occur within the next few years, whereas the other two projects are more tentative in nature with no construction date set as of this time. The Florida Department of Transportation's "Tentative Five-year Transportation Plan, 7/1/89 to 6/30/94" was examined to identify future state projects in the area that could affect access to the proposed site. No such projects were identified. We also telephoned both the PD&E and Planning Offices of FDOT District 4 to double-check if any state projects lleN were planned for the area. The only project mentioned was the future upgrading of the traffic signal at the US 1/85th Street (CR 510) intersection, a project that is currently unfunded. &.� For this study, we will assume that none of these potential improvements are in place by our 1991 design year. Given the considerable lead time required for road construction, this is a reasonable assumption. JW BUCKHOLZ TRAFFIC ENGINEERING INC raN VICKERS GROVE TRAFFIC IMPACT STUDY Page 12 NO n I LD TRAFF I C 1991 No Build traffic volumes for the study area were obtained by factoring up the seasonally adjusted 1990 traffic volumes at an annual rate of 6 percent and adding the resulting traffic volumes to the traffic generated by the other background developments. The resulting 1991 No Build traffic volumes for the weekday PM peak hour are shown in Figure 16. A growth factor of 6% is consistent with recent historical traffic growth in the area as derived from FDOT daily traffic counts. BUIL D TRAFF I C 1991 Build traffic volumes were obtained by adding the 1991 weekday PM � Site -Generated traffic contained in Figure 14 to the 1991 weekday PM No Build traffic contained in Figure 16, and then subtracting out the traffic associated with the displaced Vickers Land Mine (See Figure 17). The tvN resulting 1991 Build traffic volumes for the weekday PM peak hour are shown in Figure 18. rR) JW BUCKHOLZ TRAFFIC ENGINEERING INC VICKERS GROVE TRAFFIC IMPACT STUDY Page 13 S I C3NAL. WARRANT ANALY S I S A quick review of the existing traffic volumes at the US 1/CR 512, US 1/Schumann Dr., and US 1/CR 510 intersections reveals that these intersections easily meets signal warrants and that the existing signalized control is appropriate. A similar review also indicates that the existing tPRN unsi nalized control is appropriate g ppropriate at the Schumann Dr./Englar Ave. intersection and will continue to be appropriate under both the 1991 No Build and 1991 Build conditions. A formal signal warrant analysis was performed at the currently unsignalized US 1/99th Street intersection to determine if signalized All control is needed at this location. Because the' posted speed limit on US 1 (55 mph) is greater than 40 mph, we can assume that the 85th percentile speed is also greater than 40 mph and that the 70 percent warrant reduction applies. Tables 7, 8, and 9 document the methodology used in calculating the hourly traffic volumes along 99th Street during a typical weekday for the 1990 Existing, 1991 No Build, and 1991 Build conditions. It is these values that comprise the minor street approach volumes for use in the signal warrant analysis. The values were obtained by factoring the PM peak hour volume by the expected hourly distribution of traffic. The hourly traffic distribution used is the typical distribution for a suburban collector as emN given in Table 21 of NCHRP Report 187. The hourly traffic volumes on US 1 JW BUCKHOLZ TRAFFIC ENGINEERING INC rms 1W VICKERS GROVE TRAFFIC IMPACT STUDY Page 14 (the major street) were taken from our machine counts and are presented in Table 10. The signal warrant analyses for the US 1/99th Street intersection are contained in Tables 11 through 14. Based on this analysis, a traffic signal is warranted at the US 1/99th Street intersection under both the 1991 No Build and 1991 Build conditions. Note that a traffic signal is warranted at this location even if the 99th Street approach is widened to two lanes (one right turn lane and one left turn lane). JW BUCKHOLZ TRAFFIC ENGINEERING INC VICKERS GROVE TRAFFIC IMPACT STUDY Page 15 LEFT TTJRN LANE WARRANT ANALY S I S A left turn lane warrant analysis was conducted to determine the need for an exclusive left turn lane on northbound US 1 at 99th Street. We used the methodology currently recommended by FDOT District 2, which is based on a nomograph developed by the Institute of Transportation Engineers. This nomograph, which is reproduced here as Figure 19, was used to examine the need for a left turn lane under 1990 Existing, 1991 No Build, and 1991 Build conditions. A left turn lane is warranted under all three conditions, with a storage length of 200 feet required to handle 1991 Build traffic volumes. RIGHT U?UnM LANE W2kRRAM9r ANALYS I S rn A right turn lane warrant analysis was conducted to determine the need for an exclusive right turn lane on southbound US 1 at 99th Street. We used the methodology currently recommended by FDOT District 2, which is based on a nomograph developed by the Transportation Research Board as presented in NCHRP Report 279. This nomograph, which is reproduced here as Figure 20, was used to examine the need for a right turn lane under 1990 Existing, 1991 No Build, and 1991 Build conditions. Note that a full -width right turn lane is warranted under 1991 Build traffic volumes. JW BUCKHOLZ TRAFFIC ENGINEERING INC /V, el!' VICKERS GROVE TRAFFIC IMPACT STUDY Page 16 CAPACITY ANALY S I S Capacity analyses for the unsignalized US 1/99th St. and Schumann Dr./Englar Ave. intersections were performed using the methodology contained in Chapter 10 of the 1985 Highway Capacity Manual. Capacity analyses for the US 1/CR 512, US 1/Schumann Dr., and US 1/CR 510 signalized intersections were performed using the planning methodology contained in Chapter 9 of this manual. Since the US 1/99th St. intersection is expected to meet signals warrants in 1991, a signalized intersection capacity analysis was also carried -out for this location. Mainline capacity analyses were performed for US 1 and for Schumann Road using the methodology contained in the Florida Department of Transportation's Florida Highway System Plan - Level of Service Standards and Guidelines Manual. Three traffic conditions were analyzed: 1.) 1990 existing traffic; 2.) 1991 No Build traffic; and 3.) 1991 Build traffic. Weekday PM peak hour traffic volumes were used for the intersection analyses and weekday PM peak hour/peak direction traffic volumes were used for the mainline capacity analyses. Table 15 contains the results. of the unsignalized intersection capacity analyses with the supporting calculations contained in Appendix D. Without signalization, the expected level of service (LOS) during the PM peak hour at the US 1/99th St. intersection is poor under all traffic conditions with the critical movement being the left turn from 99th Street to northbound US JW BUCKHOLZ TRAFFIC ENGINEERING INC rMs VICKERS GROVE TRAFFIC IMPACT STUDY Page 17 1. On the other hand, the Schumann Dr./Englar Ave. intersection operates at a good level of service under all traffic conditions. it should be noted that the current methodology for unsignalized rM' intersection capacity analysis that is contained in the 1985 Highway Capacity__Manual has some practical drawbacks which tend to produce artificially low levels of service for high volume arterials. If there are 1600 or more vehicles per hour on the main street then the capacity of the side street is fixed at about 40 vehicles per hour. The capacity remains fixed at 40 regardless of the number of lanes on the main street or the volume of the main street in excess of 1600. The result is a level of service F calculation for these conditions if the side street demand is greater than 40 vehicles per hour. However, it has been our consistent experience that a 4-1ane arterial with a main street volume of 1600 vph and a side street volume of 41 vph operates at a quite acceptable level of service, with side street traffic experiencing little delay and with very short side street queues, by no means level of service F characteristics. The level of service results for the unsignalized intersections need to be reviewed with this in mind. MN Table 16 contains the results of the signalized intersection capacity analyses with the supporting computations contained in Appendix E. All of the intersections currently operate UNDER capacity during the PM peak hour and will continue to do so in 1991 under No Build traffic conditions. Under 1991 Build traffic conditions the US 1/Schumann Dr., US 1/99th St., and US 1/CR 510 intersections will continue to operate UNDER capacity, JW BUCKHOLZ TRAFFIC ENGINEERING INC rpN VICKERS GROVE TRAFFIC IMPACT STUDY Page 18 however, the US 1/CR 512 intersection will degrade to NEAR capacity operation. Since there is a capacity concern at this intersection under 1991 Build conditions, the more detailed "operational analysis" was performed at US 1/CR 512 for this period. The results of this analysis, which are summarized in Table 17, indicate that the intersection will operate at LOS D if appropriate timings are used. However, as indicated in Table 18, the level of service at this intersection can be improved to C if exclusive right turn lanes are added to the north and west approaches. Table 19 summarizes the weekday PM peak hour mainline capacity analysis along both US 1 and Schumann Drive, with the calculations contained in Appendix F. According to FDOT criteria, US 1 currently operates at LOS A during the weekday PM peak hour and will continue to operate at LOS A under both the 1991 No Build and Build Conditions. The same results are obtained if daily volumes are used rather than peak hour/peak direction volumes. ' Table 20 shows the percentage of 1991 PM g peak hour traffic entering each of the study area intersections that is attributable to the proposed development. This percentage ranges from a low of 7% at the US 1/CR 512 intersection to a high of about 37% at the Schumann Dr./Englar Ave. intersection. fm0 JW BUCKHOLZ TRAFFIC ENGINEERING INC /T1 MN VICKERS GROVE TRAFFIC IMPACT STUDY CCNCLLTS I CNS Based on our analysis, the following conclusions can be drawn: Page 19 1.) The Vickers Grove Residential Subdivision will generate 3870 eIRN vehicle trips during a typical weekday with 685 of these trips occurring during the weekday PM peak hour of adjacent street traf f is . 2.) There are three distinct categories of trips generated by this development: residential trips, trips made by employees of the industrial concerns, and non-employee industrial trips. Each of these trip -types is expected to have different trip distribution characteristics. 3.) We estimate that 40% of the site -generated traffic will use the main entrance on 99th Street with the remainder of the traffic using the "back door entrances" on Lance Street, Gilson Avenue, and Concord Avenue. These back door trips will be made by employees and residents who will use Schumann Drive to travel southwest, Schumann Drive to Englar Avenue to travel west, and Schumann Drive to US 1 to travel north. 4.) The study area is moderately active from a development standpoint, with four other development projects either planned Ms JW BUCKHOLZ TRAFFIC ENGINEERING INC VICKERS GROVE TRAFFIC :IMPACT STUDY Page 20 or under construction. There are no significant roadway or intersection projects in the area that will be in place by our 1991 design year. 5.) Except for the US 1/99th Street intersection, the level of service throughout the study area is good, both now and in 1991. A substantial increase in the number of vehicles using the US 1/99th Street intersection is anticipated and traffic operations at this intersection are expected to deteriorate substantially if appropriate improvements are not made. 6.) Given the high-speed, high -traffic -volume nature of US 1 and the substantial increase in traffic that will occur at this intersection with the Vickers Grove development in place, an exclusive left turn lane is clearly needed at 99th Street. This conclusion is supported by our left turn lane warrant calculations. It also appears that a left turn lane will be needed on US 1 at old Dixie Highway when the Morchesky Industrial Park is developed. 7.) An exclusive right turn lane is warranted at the US 1/ 99th Street intersection under 1991 Build conditions. The provision of a right turn lane at this location takes on greater importance when one considers the relatively sharp angle of this turn (65 degrees) and the fact that a substantial number of trucks will have to make this turn to reach the proposed development. JW BUCKHOLZ TRAFFIC ENGINEERING INC ON VICKERS GROVE TRAFFIC IMPACT STUDY Page 21 8.) Traffic signal warrants #1 and #2 are met at the US 1/99th Street intersection under both 1991 Build and 1991 No Build conditions, even if two approach lanes are provided on 99th Street. 9.) During the 1991 weekday PM peak hour, site -generated traffic will constitute 7% of the total entering traffic at the US 1/CR 512 intersection, 9% at the US 1/Schumann Dr. and US 1/CR 510 intersections, 13% at the US 1/99th St. intersection, and 37% at the Schumann Dr./Englar Ave. intersection. JW BUCKHOLZ TRAFFIC ENGINEERING INC r"► Page 22 VICKERS GROVE TRAFFIC IMPACT STUDY 9 RECCaMMM"nA.'T T 01M 0 Based on our analysis, and considering the aforementioned conclusions, the following recommendations are made. It should be kept in mind that the intent of these recommendations is to improve overall traffic flow in the area while providing safe and efficient access for the site. Consequently, they are global recommendations that treat the area as a whole, with no attempt made to assign responsibility for these improvements or to specifically tie any of the improvements to the development at hand. 1.) A northbound left turn lane should be added to the US 1/99th Street intersection. This lane is needed under existing traffic ON conditions, as well as future conditions, and should be installed as soon as possible. There appears to enough median width at this location to construct a 12 foot turn lane with a 4 foot raised concrete median. Adding this turn lane will improve traffic operations at the intersection while decreasing the potential for rear -end collisions on US 1. The lane should be designed in accordance with FDOT standards and should include 200 feet of storage length. 2.) The 99th Street approach to US 1 should be widened from one lane to two lanes so that separate left and right turn lanes can be provided. This will have a very positive effect on traffic operations at this intersection. JW BUCKHOLZ TRAFFIC ENGINEERING INC f�1 VICKERS GROVE TRAFFIC IMPACT STUDY Page 23 3.) A southbound right turn lane should also be considered at the US 1/99th Street intersection. Given the sharp angle of this turn, the high-speed nature of US 1, and the relatively high number of trucks making this turn, an exclusive right turn lane makes sense for this location. 9 . ) If the expected level of development occurs, the US 1/99th Street intersection will meet traffic signal warrants in the.near future and a traffic signal will be needed at this. intersection to handle the increased traffic volumes. However, the signal should not be installed until traffic volumes actually reach the anticipated levels and a formal signal warrant analysis has been completed which verifies that the signal warrants have indeed been met. 5.) As documented in Table 21, with a signal installed and the recommended lane additions in place, the US 1/99th Street intersection will operate UNDER capacity during the 1991 Build Phi peak hour. 6.) Signs should be posted to prohibit trucks from using the "back door entrances" to the site and the internal circulation system of the site should be designed in such a way that commercial traffic will be discouraged from using residential roads. 7.) Consideration should be given to widening 99th Street from it's JW BUCKHOLZ TRAFFIC ENGINEERING INC ON /*1 VICKERS GROVE TRAFFIC IMPACT STUDY Page 24 current width of approximately 21 feet to a width more appropriate for industrial traffic, such as 24 feet. A pavement design thaw is suitable for truck traffic should also be considered, such as 3 inches of asphalt on a 6 -inch limerock base. 8.) Consideration should be given to widening the west approach of the US 1/CR 512 intersection so that two approach lanes can be provided ( a left-thru lane and an exclusive right turn lane) . It r -k) appears that this widening could be done with minimal impact on adjacent property owners. Consideration should also be given to restriping the north approach of this intersection to provide for an exclusive right turn lane. An 11 foot right turn lane could be added by reducing the two southbound thru lanes from 12 feet to 11 feet. go JW BUCKHOLZ TRAFFIC ENGINEERING INC lw FIGURES b �1 Florida East Coast R.R. Single Felly Unl6 a,qe. umm � ��al Lots FIGURE 1 ell% SITE LOCATION & JW Buckholz PROPOSED ACCESS Traffic Engineering Inc MN N ` To Central , CR 512 Sebastian ; i , 1 , � f 1 , i 1 y I 1 1 I' To I-95 t Schumann;Dr. ` S/T a: `. US 1 BarberEn 9 lar Ave. C St. i s 99th '% St. i E R R ; E To Indian to River Shores To I-95 � CR 5 10 _ To Vero Beach N FIGURE 2 JW Buckholz STUDY AREA Traffic Engineering Inc saaniee4 uSialsapad ON out BUIPBUIOBU3 01484 N01103SU3iNI zloyMong AAr ZGg uo/G sn N E 3unou eoue,eelo Moe,l 4unn a dos m IM MUSE) VIM (Z L5 uo) 41 1 Ll t Iti p78oij ejewsle j A,Lop 1 1 �S xo9 t V u01vals SSE OBVO Auadwoo JOJOw uO:4oa .li .0 03-1 MEMILIM 140 NONE "low Florida Home ' Finders T Schumann Drive 14' 12' 12' Vacant � 9, Building I I I I I I I 12' Reflections on the River Drive 12' No Pedestrian Features SOP 1 0 FIGURE 4 N JW Buckholz US 1/SCHUMANN DR. Traffic Engineering Inc Ix &- INTERSECTION ewA M� i� Jong's Produce Market 201 Future Jiffy Lube Site 12' i i I I I I I I I 82' I 1 I I II I I I I I I I 11' i 12' I I I I I I I 1 12' N FIGURE 5 JW Buckholz US 1/99TH ST. Traffic Engineering Inc INTERSECTION Orange Grove f."% emA req Vacant Gas Station 9 12' 1 12' 12' 12' i 12' 10' titI I 41 I —► Partial .— Box Span t t 1 1 t ' I 12' 12' t � I � 13' I t � SOP 1 N FIGURE 6 US JW Buckholz 1 /CR 510 INTERSECTION Traffic Engineering Inc Wabasso Road (CR 510) 11' 12' AL sbop Minor Road fir P1 fQN 0% N JW Budcholz ,� I Traffic Engineering Inc FIGURE 7 SCHUMANN DR./ ENGLAR AVE. INTERSECTION rNp► ORS Englar Ave. JW Buckholz Traffic Engineering Inc 5 E s V Co CR 510 FIGURE 9 1990 PM PEAK HOUR TRAFFIC qcv •�� 2 i .+.45JIL i 20 l CR 512 ' 140 32 --� 11 102---1 i T ; 1 17 i i ♦�— 0 12 73 .� 1 ---► 1 r 27,- ^sio SITE us 1 I L o0 27 1 --�► 40 0 99th St. 40 --i JW Buckholz Traffic Engineering Inc 5 E s V Co CR 510 FIGURE 9 1990 PM PEAK HOUR TRAFFIC bi CR 512 Seasonal Adjustment Factor = 0.99 Englar Ave. N �W to i 5 I L f� 45J i 20 i 1 140 35 —►i i i r 100-4 00 tf) LO lV 4J T i iii $. �I, J—SITE 14 A. \ �a 30.___� 5 ---► 15 "mmmi $3wo 0 C 5 E s Nolte: Rounded Up to Nearest 5 Vehicles JW Buckholz Traffic Engineering Inc s �� 1 20 ryM� 1 1 f--- 0 1 15 �■ i I r i ; i US 1 99th St. 40 --1 CR 510 .t C J I L f--85 110 75 W-10. t r -� � F 55 T FIGURE 10 SEASONALLY ADJUSTED 1990 PM PEAK HOUR TRAFFIC 1 i o l 99th St. 40 --1 CR 510 .t C J I L f--85 110 75 W-10. t r -� � F 55 T FIGURE 10 SEASONALLY ADJUSTED 1990 PM PEAK HOUR TRAFFIC .r�r._..._._._._._ _.�._._._r•�• .� i• -_.-._.-.-.-._�.__._._._.r. _.r•r r aanJjJ UeIPUI .r� CD • rr r r�•r•r r � W o 1A co Cd U r T '.IQ uuL*wngoS cmU T to CD N .i N �+ W Z V �C: Q Z = CO CD m r W w = U 1= C Cl ( I� 12 W (10, W Englar Ave. N * Derived from PM Peak Hour Count ** High Count - Not Used JW Buckholz Traffic Engineering Inc R. R. 1605 3440** f--- ! 4---- 2200* 927o FIGURE 12 SEASONALLY ADJUSTED 1990 DAILY TRAFFIC ^I1 5% 30% (5`) (15%) [2096] [] 1 CR 512 j t 1 1 1 � 1 1 1 I � 30% I ia+ I 1 (15%) ; [0°/] ; MA ; 5% (D (5°/)> [0%]cc us 1 1 20% 't � 0) SITE ' �—� 5% C Englar Ave. (5%) —' [JVten°/ ] 1 _/0 j 4 0 5% 99th St. (20%) [0°/] ' 35% • (25%) C [50%] C 0% 5% A► (15%) [ E (0°) 20°/61 [10%] U ��• CR 510 �•�•� NCD --- 0% 35% (5%) (15%) [0°/0] [2096] xx = Residential TD (xx) = Employee TD [xx] = Non -Employee TD FIGURE 13 JW Buckholz TRIP DISTRIBUTION PERCENTAGES Traffic Engineering Inc /ft, rm% r� N Englar Ave. , i 45j I L i CR 512 I i 15 i t I i t i i i i 80 t t 25 —♦ In � 't i —SITE �S 1 T tI L __ I f-- I 1 30 i i o >i T 99th St. 45145--j c c 't E V Total Trips In = 160 Total Trips Out = 525 JVV Buckholz Traffic Engineering Inc CR 510 hsp, JIL i L 1 2: C ca FIGURE 14 SITE TRAFFIC PM PEAK HOUR tq,1 ?2, rte, Barber St. N ,NV Buckholz Traffic Engineering Inc FIGURE 15 BACKGROUND DEVELOPMENTS 1 � 1 � i i ti i i 1 i i tl 1 i % /� � 48 W L ckers cc lustrial •.:� division JS 1 3. — Fischer - Industrial Park i i i \ i IL FIGURE 15 BACKGROUND DEVELOPMENTS L2 olft, MS Englar Ave. N CR 512 �._.10 4-50 i"" 25 815CO2AA2nn5 --1 40 180--j JIL 2A1 ISO Note: Rounded up to Nearest 5 Vehicles JW Buckholz Traffic Engineering Inc t145 � 5 f - 5 \ i \ i i ; I i i 1 y 150 t— 25 .> f— 5 t 15 I r i .cc 1 1035 760 ; o l ij 0 14" 105 �\ 99th St. 18o --i O93lA T T 805 o �. 13C L4-- 12C 75 CR 510 80 --� 60 60 --4O pOpH� N tD FIGURE 16 1991 NO BUILD TRAFFIC PM PEAK HOUR US 1 Lo- Engiar Ave. JVV Buckholz Traffic Engineering Inc 5 1 r 1 5 1 I 1 ♦- I 1 -i 1 1 to �•\ 1, 1 US 1 ` f I � 1 i 99th St. 10 FIGURE 17 DISPLACED TRAFFIC VICKERS LAND MINE OVL J9Aljj U81PUl floft 0 LZ Von D N '•" ggL U. _..-- - -•---r •- - gee �-► oLL ez t... g 009 --► OO co APOON � r ♦� 900 L 0� T 0? 06 W 96 R .— gee r10000ow0 r-- oest co oz o o� o (DCL geL'�'► c o $ .� � LL OLL �, T 2 OL t r h uo LO to ,�U CL 069 to in gOZ moi, g Q uu�wn a' T to• �� '� oS cc4 OL- C: ov, --► —" CC CY r —n A` N = W Z U .C: CL c ccl W C W .C.) Z M MM���\`\ 1Hll�jt11�9�.� Gr�ce na = sri a_CPn•;^n . snsig. _s z__ :at______.....s S = aaora;e length ' quke^ .0 =00' o a00 t 1 I �• �� :00' i 1 X 1 �.. — X00 � � � 1--.�= :, � -f ,• J •� 'rte• r.� ;3' � s' , • 0! t 1 I 1 5v0 oCL 0 50 100 1 200 2;0 300 ?:l7 = a00 50 11*L = Left turning volume Ivpitl Figure 1 - ,iomograpa for left -tura storage lane on four -lane, at grade, unsignalized intersections. Source: Institute of Transportation Engineers FIGURE 19 JW Buckholz LEFT TURN WARRANT ANALYSIS Traffic Engineering Inc r�7� OWN 2 — LANE HIGHWAYS JO .- FULL- MOTH TURN LANE 30 TAPER 60 3 ...i 40 RADIUS ONLY REQUIRED NOTE:. For =6100 some" at or unow 45 mon. peak how right nirns Greater tnan 40 von. and total peat hour approsrA k"tnsn 300 voh. aciust rignt tun+ vokwnm Adiust peaK nour ngnt Burns Peak how right rano — 20 t Tra>zs ortation• Research Board NCHRP ;Report. ��279. Source- p FIGURE 20 JW Buckholz RIGHT TURN Traffic Engineering Inc WARRANT ANALYSIS n 100 200 300 400. 5w. ow •w TOTAL PEAK HOUR APPROACH VOLUME- (VPH) 120 4 — LANE HIGHWAYS too FULL•WIOTH-TURiv-LANE BUILD �. l = 30 Y u� o. TAPER' x Z 60 F 1991 N UILD• 1990 EXISTING RADIUS NOTE: For apolication on higlr Soecd•hi9"8VS 200 400, 600 am 1000• 1200. 1400 TOTAL PEAK'HOUR APPROACH VOLUME (VPHF. Tra>zs ortation• Research Board NCHRP ;Report. ��279. Source- p FIGURE 20 JW Buckholz RIGHT TURN Traffic Engineering Inc WARRANT ANALYSIS n TABLE 1 e!WA EXISTING TRAFFIC VOLUMES ----------TRAFFIC VOLUME---------- INTERSECTION NB SB EB WB TOTAL US 1/CR 512 3:45-4:15 PM 479 230 121 50 880 4:15-4:45 PM 474 304 124 35 937 4:45-5:15 PM 479 369 157 37 1042 5:15-5:45 PM 476 308 131 28 943 5:45-6:15 PM 335 300 123 28 786 US 1/SCHUMANN DR. 3:45-4:15 PM 374 269 55 6 704 4:15-4:45 PM 467 254 48 12 781 4:45-5:15 PM 420 344 52 13 829 5:15-5:45 PM 460 314 57 10 841 5:45-6:15 PM 276 296 51 4 627 US 1/VICKERS ROAD 4:15-4:45 PM 467 226 47 0 740 4:45-5:15 PM 428 272 36 0 736 5:15-5:45 PM 430 216 45 0 691 5:45-6:15 PM 274 219 21 0 514 US 1/CR 510 3:45-4:15 PM 309 233 88 179 809 4:15-4:45 PM 395 192 83 143 813 4:45-5:15 PM 388 241 88 157 874 5:15-5:45 PM 421 160 83 75 739 5:45-6:15 PM 263 168 65 77 573 SCHUMANN DR./ENGLAR AVE. 4:00-4:30 PM 36 30 27 0 93 4:30-5:00 PM 34 44 17 0 95 5:00-5:30 PM 34 42 21 0 97 — 5:30-6:00 PM 30 43 18 0 91 JW BUCKHOLZ TRAFFIC ENGINEERING INC TABLE 2 FDOT WEEKDAY FACTORS FOR COUNT YEAR 1990 CO WEEK DATES CAT FACTOR 88 1 7 -03 TO 7 -07 00 0.98 2 7 -10 TO 7 -14 00 0.98 3 7 -17 TO 7 -21 00 0.97 4 7 -24 TO 7 -28 00 0.97 5 7 -31 TO 8 -04 00 0.96 6 8 -07 TO 8 -11 00 0.95 7 8 -14 TO 8 -18 00 0.93 8 8 -21 TO 8 -25 00 0.92 9 8 -28 TO 9 -01 00 0.90 10 9 -04 TO 9 -08 00 0.89 11 9 -11 TO 9 -15 00 0.90 12 9 -18 TO 9 -22 00 0.90 13 9 -25 TO 9 -29 00 0.91 14 10 -02 TO 10 -06 00 0.91 15 10 -09 TO 10 -13 00 0.92 16 10 -16 TO 10 -20 00 0.94 17 10 -23 TO 10 -27 00 0.95 18 10 -30 TO 11 -03 00 0.97 19 11 -06 TO 11 -11 00 0.98 20 11 -13 TO 11 -17 00 1.00 21 11 -20 TO 11 -24 00 1.01 22 11 -27 TO 12 -01 00 1.03 23 12 -04 TO 12 - 8 00 1.05 24 12 -11 TO 12 -15 00 1.04 25 12 -18 TO 12 -22 00 1.03 26 12 -25 TO 12 -29 00 1.02 27 1 -01 TO 1 -05 00 1.01 28 1 -08 TO 1 -12 00 1.03 29 1 -15 TO 1 -19 00 1.04 30 1 -22 TO 1 -26 00 1.06 31 1 -29 TO 2 -02 00 1.07 32 2 -05 TO 2 -09 00 1•.09 33 2 -12, TO 2 -16 00 1.10 34 2 -19 TO 2 -23 00 1.11 35 2 -26 TO 3 -02 00 1.13 36 3 -05 TO 3 -09 00 1.14 37 3 -12 TO 3 -16 00 1.14 38 3 -19 TO 3 -23 00 1.13 39 3 -26 TO 3 -30 00 1.13 40 4 -02 TO 4 -06 00 1.12 41 4 -09 TO 4 -13 00 1.08 42 4 -16 TO 4 -20 00 1.04 43 4 -23 TO 4 -27 00 1.00 44 4 -30 TO 5 -04 00 0.96 45 5 -07 TO 5 -11 00 0.97 46 5 -14 TO 5 -18 00 0.97 47 5 -21 TO 5 -25 00 0.98 48 5 -28 TO 6 -01 00 0.98 49 6 -04 TO 6 -08 00 0.99 50 6 -11 TO 6 -15 00 0.99 51 6 -18 TO 6 -22 00 0.99 52 6 -25 TO 6 -29 00 0.98 JW -BUCKHOL Z TR'AFRI C 'ENGINEERING INC hi r -ft, TABLE 3 AVERAGE DAILY TRAFFIC US 1 - SOUTH OF CR 512 ANNUAL GROWTH RATE: JW BUCKHOLZ TRAFFIC ENGINEERING INC SEASONALLY ADJUSTED VOLUME 12,562 13,875 16,023 16,108 14,403 13,888 11,813 15,817 6 % SEASONAL ADJUSTMENT DATE OF COUNT VOLUME FACTOR September 30, 1985 13,804 0.91 November 18, 1985 13,875 1.00 December 3, 1986 15,260 1.05 April 8, 1987 14,915 1.08 September 8, 1987 16,183 0.89 July 7, 1988 14,171 0.98 May 24, 1989 12,054 0.98 September 13, 1989 17,574 0.90 ANNUAL GROWTH RATE: JW BUCKHOLZ TRAFFIC ENGINEERING INC SEASONALLY ADJUSTED VOLUME 12,562 13,875 16,023 16,108 14,403 13,888 11,813 15,817 6 % TABLE 4 VICKERS GROVE TRIP GENERATION SUMMARY DAILY TRIP GENERATION TOTAL: 685 160 525 JW BUCKHOLZ TRAFFIC ENGINEERING INC DAILY DAILY NUMBER TRIP TRIP �, LAND USE UNITS OF UNITS -RATE ENDS Single Family Homes DU 43 10.0 430 Duplex Homes DU 118 8.05 950 (59 lots, .• 118 units) Light Industrial Space 1000 456 5.46 2490 GSF TOTAL 3870 PM PEAR HOUR TRIP GENERATION PEAK PEAK HOUR HOUR NUMBER TRIP TRIP % % TRIPS TRIPS LAND USE UNITS OF UNITS RATE ENDS ENTER EXIT ENTER EXIT Single Family Homes DU 43 1.00 45 63% 37% 30 15 Duplex Homes DU 118 0.81 100 63% 37% 65 35 (59 lots, 118 units). Light Industrial Space 1000 456 1.18 540 12% 88% 65 475 GSF TOTAL: 685 160 525 JW BUCKHOLZ TRAFFIC ENGINEERING INC Ms TABLE 5 EMPLOYEE VERUS NON-EMPLOYEE TRIPS �► FOR THE LIGHT INDUSTRIAL SPACE JW BUCKHOLZ TRAFFIC ENGINEERING INC Total Square Footage - 456,000 gsf 2.3 employess per 1000 gsf Number of emplyees = 456,000 gsf x 2.3 employees per 1,000 gsf = 1049 Employees Assumptions: During the AM peak hour 95% of the employees enter the site and 5% of the employees exit the site. During the PM peak hour 5% of the employees enter the site and 95% of the employees exit the site. 25% of the employees leave the site for lunch. --- EMPLOYEE TRIPS --- TIME TIME PERIOD ENTER EXIT PERIOD EMPLOYEE TRIP RATE AM 996 53 DAILY NOON 249 249 (a) ENTER 1298/1049 = 1.24 EXIT 1298/1049 = 1.24 PM 53 996 Total = 2.48 PM PEAK HOUR DAILY 1298 1298 ENTER 53/1049 = 0.05 EXIT 996/1049 = 0.95 (a) 1049 x 95% x 25% = 249 Total = 1.00 EMPLOYEE & NON-EMPLOYEE TRIP RATES 1 EMPLOYEE & NON-EMPLOYEE TRIPS TOTAL EMPLOYEE NON- ! ! NON - TIME TRIP TRIP EMPLOYEE 1 TIME TOTAL EMPLOYEE EMPLOYEE PERIOD RATE (b) RATE TRIP RATE 1 PERIOD TRIPS TRIPS TRIPS DAILY: 5.46 2.48 2.98 1 1 DAILY: 2490 1130 1360 PM: 1 PM: ENTER 0.14 0.05 0.09 1 ENTER 65 25 40 EXIT 1.04 0.95 0.09 1 EXIT 475 435 40 TOTAL 1.18 1.00 0.18 I TOTAL 540 460 80 (b) from Table 4 JW BUCKHOLZ TRAFFIC ENGINEERING INC e1% ra!► �9% 0*► TABLE 6 TRIP GENERATION BACKGROUND DEVELOPMENTS ---TRIP GENERATION --- (Vehicle Trips) NAME LOCATION SIZE WEEKDAY PM PEAK HOUR Hedin 99th Street, 4127 gsf 210 40 (a) Jiffy -Lube West of US 1 Jiffy -Lube & & Mini- 107 Storage Storage Units Fisher 99th Street, 45,500 gsf 250 55 Industrial West of FEC Unoccupied Park Railroad Tracks Morchesky Old Dixie Hwy., Two Sites, 2,460 530 (b) Industrial South of CR 512 Total of Park 450,150 gsf Vickers East of Site, 360,000 gsf 1970 425 Industrial North of 99th Subdivision Street TOTAL: 4,890 11050 (a) Jiffy Lube trips are 50 percent new and 50 percent pass -by. Storage Unit trips are 100 percent new. Therefore, there are a total of 120 new trips per day and 30 new PM peak hour trips. b) Morcheskv Industrial Park Buildinq Size Calculations: Site 1 Size: 11.5 acres = 500,940 sf Building Lot Size: 23,000 sf Interal Roads and Ponds: 25 percent assumed Building Square Footage/Lot = 15,000 gsf assumed Bldg. Size = 500,940 sf x .75 / 23,000 sf x 15,000 gsf = 225,000 gsf Site 2 Size: 10.41 acres = 453.460 sf Building Lot Size: 23,000 sf Interal Roads and Ponds: 25 percent assumed Building Square Footage/Lot = 15,010 gsf assumed Building Size = 453,460 sf x .75 / 23,000 sf x 15,010 gsf = 225,150 Total Building Size = 225,000 gsf + 225,150 gsf = 450,150 gsf JW BUCKHOLZ TRAFFIC ENGINEERING INC YMN TABLE 7 99TH STREET HOURLY APPROACH VOLUMES US 1/99TH STREET INTERSECTION J -UL 1990 EXISTING CONDITIONS (a) Source: NCHRPR Report 187, 1978, Table 21, p. 97, Suburban Collector 0000 = Control Value - Obtained from Figure 10. (b) Sample Calculation: 40 x (1.0% / 9.0%) = 4 (c) Due to rounding, LT + RT does not always equal TOTAL ej% JW BUCKHOLZ TRAFFIC ENGINEERING INC TOTAL TIME PERCENT LEFT RIGHT APPROACH � PERIOD OF ADT TURNS TURNS VOLUME (a) (b) (c) 12- 1 AM 1.0 4 4 8 1- 2 AM 1.0 4 4 - 9 2- 3 AM 1.0 4 4 9 3- 4 AM 0.5 2 2 4 4- 5 AM 1.0 4 4 9 5- 6 AM 2.0 9 9 18 6- 7 AM 3.0 13 13 27 7- 8 AM 6.0 27 27 53 8- 9 AM 4.5 20 20 40 9-10 AM 4.0 18 18 36 10-11 AM 5.0 22 22 44 11-12 PM 5.0 22 22 44 12- 1 PM 5.0 22 22 44 1- 2 PM 6.0 27 27 53 2- 3 PM 6.5 29 29 58 3- 4 PM 7.0 31 31 62 4- 5 PM 9.0 40 40 80 5- 6 PM 8.5 38 38 76 6- 7 PM 6.5 f 29 29 58 7- 8 PM 5.5 24 24 49 8- 9 PM 4.0 18 18 36 9-10 PM 3.5 16 16 31 10-11 PM 2.5 11 11 22 11-12 AM 2.0 9 9 18 (a) Source: NCHRPR Report 187, 1978, Table 21, p. 97, Suburban Collector 0000 = Control Value - Obtained from Figure 10. (b) Sample Calculation: 40 x (1.0% / 9.0%) = 4 (c) Due to rounding, LT + RT does not always equal TOTAL ej% JW BUCKHOLZ TRAFFIC ENGINEERING INC 0000 = Control Value - Obtained from Figure 16. (b) Sample Calculation: 105 x (1.0% / 9.0%) = 12 (c) Due to rounding, LT + RT does not always equal TOTAL JW BUCKHOLZ TRAFFIC ENGINEERING INC ,a, TABLE 8 99TH STREET HOURLY APPROACH VOLUMES US 1/99TH STREET INTERSECTION 1991 NO BUILD CONDITIONS TOTAL TIME PERCENT LEFT RIGHT APPROACH PERIOD OF ADT TURNS TURNS VOLUME (a) (b) (c) 12- 1 AM 1.0 12 20 32 1- 2 AM 1.0 12 20 32 2- 3 AM 1.0 12 20 32 3- 4 AM 0.5 6 10 16 4- 5 AM 1.0 12 20 32 5- 6 AM 2.0 23 40 63 6- 7 AM 3.0 35 60 95 7- 8 AM 6.0 70 120 190 8- 9 AM 4.5 53 90 143 9-10 AM 4.0 47 80 127 10-11 AM 5.0 58 100 158 11-12 PM 5.0 58 100 158 12- 1 PM 5.0 58 100 158 1- 2 PM 6.0 70 120 190 2- 3 PM 6.5 76 130 206 3- 4 PM 7.0 82 140 222 4- 5 PM 9.0 105 180 285 5- 6 PM 8.5 99 170 269 6- 7 PM 6.5 76 130 206 7- 8 PM 5.5 64 110 174 8- 9 PM 4.0 47 80 127 9-10 PM 3.5 41 70 111 10-11 PM 2.5 29 50 79 11-12 AM 2.0 23 40 63 ,.., (a) Source: NCHRPR Report 187, 1978, Table 21, p. 97, Suburban Collector 0000 = Control Value - Obtained from Figure 16. (b) Sample Calculation: 105 x (1.0% / 9.0%) = 12 (c) Due to rounding, LT + RT does not always equal TOTAL JW BUCKHOLZ TRAFFIC ENGINEERING INC ,a, TABLE 9 99TH STREET HOURLY APPROACH VOLUMES US 1/99TH STREET INTERSECTION 1991 BUILD CONDITIONS ems TOTAL TIME PERCENT LEFT RIGHT APPROACH PERIOD OF ADT TURNS TURNS VOLUME (a) (b) (c) 12- 1 AM 1.0 16 35 51 1- 2 AM 1.0 16 35 51 2- 3 AM 1.0 16 35 51 3- 4 AM 0.5 8 18 26 4- 5 AM 1.0 16 35 51 5- 6 AM 2.0 32 70 102 6- 7 AM 3.0 48 105 153 7- 8 AM 6.0 97 210 307 8- 9 AM 4.5 73 158 230 9-10 AM 4.0 64 140 204 10-11 AM 5.0 81 175 256 11-12 PM 5.0 81 175 256 12- 1 PM 5.0 81 175 256 1- 2 PM 6.0 97 210 307 2- 3 PM 6.5 105 228 332 3- 4 PM 7.0 113 245 358 4- 5 PM 9.0 145 315 460 5- 6 PM 8.5 137 298 434 6- 7 PM 6.5 105 228 332 7- 8 PM 5.5 89 193 281 8- 9 PM 4.0 64 140 204 9-10 PM 3.5 56 123 179 10-11 PM 2.5 40 88 128 11-12 AM 2.0 32 70 102 ,o (a) Source: NCHRPR Report 187, 1978, Table 21, p. 97, Suburban Collector 0000 = Control Value - Obtained from Figure 18. (b) Sample Calculation: 145 x (1.0% / 9.0%) = 16 (c) Due to rounding, LT + RT does not always equal TOTAL JW BUCKHOLZ TRAFFIC ENGINEERING INC ems wh TABLE 10 US 1 HOURLY TRAFFIC VOLUMES US 1/99TH STREET INTERSECTION 1990 EXISTING CONDITIONS SOURCE: JW Buckholz Traffic Engineering Inc. Seasonally Adjusted Traffic Counts, June 13-14, 1990. JW BUCKHOLZ TRAFFIC ENGINEERING INC ------NUMBER OF ----- VEHICLES------ TIME TIME PERIOD NB SB TOTAL 12- 1 AM 65 37 102 1- 2 AM 37 24 61 2- 3 AM 18 7 25 3- 4 AM 26 14 40 4- 5 AM 19 25 44 5- 6 AM 48 96 144 6- 7 AM 179 446 625 7- 8 AM 347 829 1176 8- 9 AM 416 588 1004 9-10 AM 551 533 1084 10-11 AM 531 590 1121 11-12 PM 607 590 1197 12- 1 PM 607 553 1160 1- 2 PM 616 524 1140 2- 3 PM 657 544 1201 3- 4 PM 807 556 1363 4- 5 PM 880 490 1370 5- 6 PM 802 489 1291 6- 7 PM 457 397 854 7- 8 PM 336 278 614 8- 9 PM 256 258 514 9-10 PM 234 193 427 10-11 PM 146 122 268 11-12 AM 97 90 187 SOURCE: JW Buckholz Traffic Engineering Inc. Seasonally Adjusted Traffic Counts, June 13-14, 1990. JW BUCKHOLZ TRAFFIC ENGINEERING INC TABLE 11 SIGNAL WARRANT ANALYSIS US 1/99TH STREET INTERSECTION 1990 EXISTING CONDITIONS NUMBER OF VEHICLES WARRANTS SATISFIED JW BUCKHOLZ TRAFFIC ENGINEERING INC r� TIME 99TH WARRANT WARRANT PERIOD US 1 STREET 1 2 12- 1 AM 102 9 No No 1- 2 AM 61 9 No No 2- 3 AM 25 9 No No 3- 4 AM 40 4 No No 4- 5 AM 44 9 No No 5- 6 AM 144 18 No No 6- 7 AM 625 27 No No 7- 8 AM 1176 53 No YES 8- 9 AM 1004 40 No No 9-10 AM 1084 36 No No 10-11 AM 1121 44 No No 11-12 PM 1197 44 No No 12- 1 PM 1160 44 No No 1- 2 PM 1140 53 No YES 2- 3 PM 1201 58 No YES 3- 4 PM 1363 62 No YES 4- 5 PM 1370 80 No YES 5- 6 PM 1291 76 No YES 6- 7 PM 854 58 No YES 7- 8 PM 614 49 No No 8- 9 PM 514 36 No No 9-10 PM 427 31 No No 10-11 PM 268 22 No No 11-12 AM 187 18 No No NUMBER OF HOURS SATISFIED: 0 7 WARRANT SATISFIED 7 NO NO Number of approach lanes: US 1 - 2; 99th Street - 1 85th percentile speed on US 1 is greater than 40 mph, therfore, the 70% reduction applies. WARRANT 1 - MINIMUM VEHICULAR VOLUMES (Required for 8 hours) US 1 - 420 Vehicles per hour 99th Street - 105 Vehicles per hour WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC (Required for 8 hours) US 1 - 630 Vehicles per hour 99th Street - 53 Vehicles per hour JW BUCKHOLZ TRAFFIC ENGINEERING INC r� f"W, TABLE 12 SIGNAL WARRANT ANALYSIS US 1/99TH STREET INTERSECTION 1991 NO BUILD CONDITIONS ONE APPROACH LANE FOR 99TH STREET NUMBER OF VEHICLES WARRANTS SATISFIED TIME 99TH WARRANT WARRANT PERIOD US 1 STREET 1 2 (a) 12- 1 AM 102 32 No No 1- 2 AM 61 32 No No 2- 3 AM 25 32 No No 3- 4 AM 40 16 No No 4- 5 AM 44 32 No No 5- 6 AM 144 63 No No 6- 7 AM 625 95 No No 7- 8 AM 1176 190 YES YES 8- 9 AM 1004 143 YES YES 9-10 AM 1084 127 YES YES 10-11 AM 1121 158 YES YES 11-12 PM 1197 158 YES YES 12- 1 PM 1160 158 YES YES 1- 2 PM 1140 190 YES YES 2- 3 PM 1201 206 YES YES 3- 4 PM 1363 222 YES YES 4- 5 PM 1370 285 YES YES 5- 6 PM 1291 269 YES YES 6- 7 PM 854 206 YES YES 7- 8 PM 614 174 YES No 8- 9 PM 514 127 YES No 9-10 PM 427 111 YES No 10-11 PM 268 79 No No 11-12 AM 187 63 No No NUMBER OF HOURS SATISFIED: 15 12 WARRANT SATISFIED 7 YES YES Number of approach lanes: US 1 - 2; 99th Street - 1 85th percentile speed on US 1 is greater than 40 mph, therfore, the 70% reduction applies. WARRANT 1 - MINIMUM VEHICULAR VOLUMES (Required for 8 hours) US 1 - 420 Vehicles per hour 99th Street - 105 Vehicles per hour WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC (Required for 8 hours) US 1 - 630 Vehicles per hour 99th Street - 53 Vehicles per hour (a) These are 1990 Volumes. Since the 1990 Existing Volumes on US 1 easily satisfy the main street volume requirement, it was not necessary to calculate 1991 volumes. JW BUCKHOLZ TRAFFIC ENGINEERING INC ems tm► TABLE 13 SIGNAL WARRANT ANALYSIS US 1/99TH STREET INTERSECTION 1991 NO BUILD CONDITIONS TWO APPROACH LANES FOR 99TH STREET NUMBER OF VEHICLES WARRANTS SATISFIED TIME 99TH WARRANT WARRANT PERIOD US 1 STREET 1 2 (a) 12- 1 AM 102 32 No No 1- 2 AM 61 32 No No 2- 3 AM 25 32 No No 3- 4 AM 40 16 No No 4- 5 AM 44 32 No No 5- 6 AM 144 63 No No 6- 7 AM 625 95 No No 7- 8 AM 1176 190 YES YES 8- 9 AM 1004 143 YES YES 9-10 AM 1084 127 No YES 10-11 AM 1121 158 YES YES 11-12 PM 1197 158 YES YES 12- 1 PM 1160 158 YES YES 1- 2 PM 1140 190 YES YES 2- 3 PM 1201 206 YES YES 3- 4 PM 1363 222 YES YES 4- 5 PM 1370 285 YES YES 5- 6 PM 1291 269 YES YES 6- 7 PM 854 206 YES YES 7- 8 PM 614 174 YES No 8- 9 PM 514 127 No No 9-10 PM 427 111 No No 10-11 PM 268 79 No No 11-12 AM 187 63 No No NUMBER OF HOURS SATISFIED: 12 12 WARRANT SATISFIED ? YES YES Number of approach lanes: US 1 - 2; 99th Street - 2 85th percentile speed on US 1 is greater than 40 mph, therfore, the 70% reduction applies. WARRANT 1 - MINIMUM VEHICULAR VOLUMES (Required for 8 hours) US 1 - 420 Vehicles per hour 99th Street - 140 Vehicles per hour WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC (Required for 8 hours) US 1 - 630 Vehicles per hour 99th Street - 70 Vehicles per hour (a) These are 1990 Volumes. Since the 1990 Existing Volumes on US 1 easily satisfy the main street volume requirement, it was not necessary to calculate 1991 volumes. JW BUCKHOLZ TRAFFIC ENGINEERING INC �1 A M4 "A% TABLE 14 SIGNAL WARRANT ANALYSIS US 1/99TH STREET INTERSECTION 1991 BUILD CONDITIONS TWO APPROACH LANES FOR 99TH STREET NUMBER OF VEHICLES WARRANTS SATISFIED TIME 99TH WARRANT WARRANT PERIOD US 1 STREET 1 2 (a) 12- 1 AM 102 51 No No 1- 2 AM 61 51 No No 2- 3 AM 25 51 No No 3- 4 AM 40 26 No No 4- 5 AM 44 51 No No 5- 6 AM 144 102 No YES 6- 7 AM 625 153 No YES 7- 8 AM 1176 307 YES YES 8- 9 AM 1004 230 YES YES 9-10 AM 1084 204 YES YES 10-11 AM 1121 256 YES YES 11-12 PM 1197 256 YES YES 12- 1 PM 1160 256 YES YES 1- 2 PM 1140 307 YES YES 2- 3 PM 1201 332 YES YES 3- 4 PM 1363 358 YES YES 4- 5 PM 1370 460 YES YES 5- 6 PM 1291 434 YES YES 6- 7 PM 854 332 YES YES 7- 8 PM 614 281 YES No 8- 9 PM 514 204 YES No 9-10 PM 427 179 YES No 10-11 PM 268 128 No No 11-12 AM 187 102 No No NUMBER OF HOURS SATISFIED: 15 14 WARRANT SATISFIED 7 YES YES Number of approach lanes: US 1 - 2; 99th Street - 2 85th percentile speed on US 1 is greater than 40 mph, therfore, the 70% reduction applies. WARRANT I - MINIMUM VEHICULAR VOLUMES (Required for 8 hours) US 1 - 420 Vehicles per hour 99th Street - 140 Vehicles per hour WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC (Required for 8 hours) US 1 - 630 Vehicles per hour 99th Street - 70 Vehicles per hour (a) These are 1990 Volumes. Since the 1990 Existing Volumes on US l easily satisfy the main street volume requirement, it was not necessary to calculate 1991 volumes. JW BUCKHOLZ TRAFFIC ENGINEERING INC talk TABLE 15 UNSIGNALIZED INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PM PEAK HOUR US1/99TH STREET.INTERSECTION: SCHUMANN DRIVE/ENGLAR AVENUE INTERSECTION: MOVEMENT EB Left Out EB Through Out EB Right Out EB Total Out WB Left Out WB Through Out WB Right Out WB Total Out SB Left In NB Left In -------1991 BUILD ------ ----1990 EXISTING--- ---1991 NO BUILD--- ----1991 BUILD ----- LOS RESERVE 60 347 RESERVE 10 476 RESERVE 20 MOVEMENT DEMAND CAPACITY LOS DEMAND CAPACITY LOS- DEMAND CAPACITY LOS B 5 990 A 15 NB Left In 60 457 A 80 247 C 155 169 D EB Right Out 40 617 A 85 356 B 315 181 D EB Left Out 40 -9 F 65 -97 F 145 -150 F EB Out 80 -23 F 150 -269 F 460 -480 F SCHUMANN DRIVE/ENGLAR AVENUE INTERSECTION: MOVEMENT EB Left Out EB Through Out EB Right Out EB Total Out WB Left Out WB Through Out WB Right Out WB Total Out SB Left In NB Left In -------1991 BUILD ------ Refer to Appendix D for supporting calculations. JW BUCKHOLZ TRAFFIC ENGINEERING INC n4% RESERVE DEMAND CAPACITY LOS 60 347 B 10 476 A 20 656 A 90 355 B 5 307 B 5 390 B 5 990 A 15 428 A 10 987 A 35 597 A Refer to Appendix D for supporting calculations. JW BUCKHOLZ TRAFFIC ENGINEERING INC n4% TABLE 16 SIGNALIZED INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PM PEAK HOUR Refer to Appendix E for supporting calculations. JW BUCKHOLZ TRAFFIC ENGINEERING INC 7 --1990 EXISTING-- --1991 NO BUILD-- ---1991 BUILD --- CRITICAL CRITICAL CRITICAL CAPACITY LANE CAPACITY LANE CAPACITY LANE INTERSECTION LEVEL VOLUME LEVEL VOLUME LEVEL VOLUME US 1/CR 512 UNDER 899 UNDER 1191 NEAR 1261 US 1/SCHUMANN DR. UNDER 540 UNDER 690 UNDER 790 US 1/99TH STREET N/A UNDER 916 UNDER 1163 US 1/CR 510 UNDER 745 UNDER 1006 UNDER 1111 Refer to Appendix E for supporting calculations. JW BUCKHOLZ TRAFFIC ENGINEERING INC 7 1985 HCM: SIGNALIZED INTERSECTIONS TABLE 17 SUMMARY REPORT INTERSECTION..CR 512 (Fellsmere Road)/US 1 AREA TYPE ..... OTHER ANALYST....... J. Buckholz DATE .......... 7/11/90 TIME.......... PM Peak Hour COMMENT....... 1991 Build Traffic, Existing Geometry ---------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 225 25 380 10 : LTR 12.0 LTR 15.0 L 12.0 L 12.0 TH 40 50 885 590 : 12.0 12.0 T 13.0 T 12.0 RT 195 10 20 205 : 12.0 12.0 TR 11.0 TR 12.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE M M YIN Nm Nb YIN min T EB 0.00 6.00 N 0 0 0.85 0 N 25.8 3 WB 0.00 2.00 N 0 0 0.76 0 N 25.8 3 NB 0.00 1.00 N 0 0 0.90 0 N 14.5 3 SB 0.00 2.00 -------------------------------------------------------------------------- N 0 0 0.93 0 N 14.5 3 SIGNAL SETTINGS CYCLE LENGTH = 108.0 PH -1 PH -2 PH -3 PH -4 PH -1 PH -2 PH -3 PH -4 EB LT X NB LT X X TH X TH X X RT X RT X X PD PD WB LT X SB LT X TH X TH X RT X RT X PD PD GREEN 45.0 0.0 0.0 0.0 GREEN 21.0 28.0 0.0 0.0 YELLOW 5.0 0.0 -------------------------------------------------------------------------- 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 LEVEL OF SERVICE LANE GRP. V/C a/c DELAY LOS APP. DELAY APP. LOS EB LTR 0.961 0.435 36.8 D 36.8 D WB LTR 0.208 0.435 12.3 B 12.3 B NB L 0.917 0.509 37.0 D 19.3 C TR 0.581 0.509 12.2 B SB L 0.163 0.278 22.5 C 35.1 D TR 0.943 0.278 35.3 D -------------------------------------------------------------------------- INTERSECTION: Delay = 26.9 (sec/veh) V/C = 0.945 LOS = D TABLE 18 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT ************************************************************************** INTERSECTION..CR 512 (Fellsmere Road)/US 1 AREA TYPE.....OTHER ANALYST....... J. Buckholz DATE .......... 7/13/90 TIME.......... PM Peak Hour COMMENT....... 1991 Build Traffic, Revised Geometry -------------------------------;/IEB ---------------------i ------------ VOLUMES GEOMET EB WB NB SB WB SB LT 225 25 380 10 : LT 12.0 LTR 15.0 L0 L 12.0 TH 40 50 885 590 : R 12.0 12.0 T0 T 12.0 RT 195 10 20 205 : 12.0 12.0 TR0 12.0 RR 0 0 0 0: 12.0 12.0 0 R 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE M M Y/N Nm Nb Y/N min T EB 0.00 6.00 N 0 0 0.85 0 N 23.6 3 WB 0.00 2.00 N 0 0 0.76 0 N 23.6 3 NB 0.00 1.00 N 0 0 0.90 0 N 12.3 3 SB 0.00 2.00 N 0 0 0.93 0 N 12.3 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 105.0 PH -1 PH -2 PH -3 PH -4 PH -1 PH -2 PH -3 PH -4 EB LT X NB LT X X TH X TH X X RT X RT X X PD PD WB LT X SB LT X TH X TH X RT X RT X PD PD GREEN 40.0 0.0 0.0 0.0 GREEN 23.0 28.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C GIC DELAY LOS APP. DELAY APP. LOS EB LT 0.570 0.400 16.7 C 15.8 C R 0.386 0.400 14.6 B WB LTR 0.520 0.400 17.0 C 17.0 C NB L 0.783 0.543 20.7 C 13.2 B TR 0.545 0.543 10.3 B SB L 0.151 0.286 21.4 C 21.9 C T 0.654 0.286 22.2 C R 0.509 0.286 21.0 C -------------------------------------------------------------------------- INTERSECTION: Delay = 16.4 (sec/veh) V/C = 0.654 LOS = C TABLE 19 MAINLINE CAPACITY SUMMARY PM PEAK HOUR - PEAK DIRECTION SCHUMANN.DRIVE: (TWO LANE URBAN COLLECTOR) US 1 to ENGLAR AVENUE 135 - SB C 260 - SB C 290 - SB C Refer to Appendix F for supporting calculations. SOURCE: Florida Highway System Plan - Level of Service Standards and Guidelines Manual", Table H - 11 1988, Florida Department of Transportation JW BUCKHOLZ TRAFFIC ENGINEERING INC 1990 EXISTING 1991 NO BUILD 1991 BUILD CRITICAL CRITICAL CRITICAL ` ROADWAY LINK VOLUME LOS VOLUME LOS VOLUME LOS US 1: (FOUR LANE URBAN ARTERIAL - GROUP A) CR 512 to SCHUMANN DR. 940 - NB A 1150 - NB A 1270 - NB A SCHUMANN DR. to 99TH ST. 905 - NB A 1035 - NB A 1100 - NB A 99TH ST. to CR 510 845 - NB A 970 - NB A 1030 - NB A SCHUMANN.DRIVE: (TWO LANE URBAN COLLECTOR) US 1 to ENGLAR AVENUE 135 - SB C 260 - SB C 290 - SB C Refer to Appendix F for supporting calculations. SOURCE: Florida Highway System Plan - Level of Service Standards and Guidelines Manual", Table H - 11 1988, Florida Department of Transportation JW BUCKHOLZ TRAFFIC ENGINEERING INC TABLE 20 emN PERCENTAGE OF SITE TRAFFIC ENTERING INTERSECTIONS INTERSECTION US 1/CR 512 US 1/SCHUMANN DRIVE US 1/99TH STREET US 1/CR 510 SCHUMANN DR./ENGLAR AVE. ------------PM PEAK HOUR ------------- SITE TOTAL SITE TRAFFIC TRAFFIC TRAFFIC AS % OF VOLUME VOLUME TOTAL TRAFFIC 185 21635 7.0% 215 2,390 9.0% 300 2,335 12.8% 230 21470 9.3% 270 725 37.2% JW BUCKHOLZ TRAFFIC ENGINEERING INC OWN PLANNING APPLICATION WORKSHEET TABLE 21 ----------------------------------------------------------------------------------------------------------------------------------, { SIPA (1985 HCN Signalised Intersections Planning lnalysis) Version 1.0 I ---------------------------------------------------------------------------------------------------------------------------------- i INTERSECTION: US 1/99th Street DATE: 7/15/90 { I MS I ANAL?ST: J. Buckhols TIME PERIOD ANILYYED: PM Peat Hour I PROJECT: 90-055, Vickers Grove CITT/STATE: Sebastian, Florida I i OTHER PROJECT INFORMITION: 1991 Build Traffic, Revised Geosetry I I---------------------------------------------------------------------------------------------------------------------------------I i SB TOTAL 780 I I 0 VB ! I i 95 343 341 ( "--- TOTAL N I I (--I v 1--) I I I I I 0 v •---• I i 95. 685 ' 0 I---------------- ------- --------- f (- v v-------------------------------- I � I i I I I N -S STREET: US 1 ! I I �°► I B -V STREET: 99th Street I i I ! I I I i I I 145 ------------" I I I I 315 ------------, I `'A I v ---- I------------ ---------------- .- " "------•------------------------! I 145 i I I / 155 940 0 ! I 460 ----) 0 I EB •---. I � I ! I I ! I i I TOTAL v 315 !----------------------------------------------------------------------------------------------------------------------------------i { 155 470 470 { NB TOTAL 1095 I I----------------------------, { EB LT = 145 I ,----------------------------, I NB LT = 155 { ,----------------------------------------------------- I I MAYIMUM SUM OF CRITICAL VOLUMES CAPICITY LEVEL I IVB TH = 0 145 I I SB TH = 343 498 I I ------- ------------------------ -------------- I I 0R' I i OR i I 0 TO 11200 UNDER 1 /ILIAI VB LT = 0 i I SB LT = 0 ! { 1,101 TO 11400 NEAR i I EB TR = 315 315 I { IB TN -- 470 470 I { > 11400 OVER i -------------------------------------------------------- -------------- ------------------------------------ ------------------------� B -V CRITICAL 315 t IN -S CRITICAL 498 = 813 STATUS? UNDER (X) �1 APPENDICES IMPFI,Mmn I x A. TURNING Ml7VEMENT COltyb 'TS- fvN lq%, no Intersection of: US -1 County: Indian River Dai: Wednesday a BUCEHOLZ TRAFFIC HAHUAL TURNING HOVEHEHT COOTS E16I1BHRIIG IIC and FELLSHERE ROAD (CR 512) Date: June 13, 1900 Heather: Clear 6 Dry I i OS -1 OS -1 :FELLSHERE ROAD (CR 512) 11FELLSHERE ROAD (CR 512) Veh. ; Northbound Southbound Eastbound Westbound -11 PIRIOD ' ;Period !Type ; LT THRU RT TOTAL 1 LT -THRU RT Total 1 LT MU R? Total ; LT THE RT Total TOTALS 3:45 PH:Auto ; 95 187 2 284 ; 2 86 19 107 ; 21 2 29 52 ; 6 16 0 22 ;; 465 ; 4:00 PH;Truck! 1 3 0 4 ; 0 2 2 4 ; 3 0 5 8 : 0 0 0 0 ;; 16 ; 'Both ; 96 190 2 288 ; 2 88 21 111 ; 24 2 34 60 ; 6 16 0 22 ;; 481 ------------- ------------------------- - ------------------------;-------------------------;;------- 11 -: 4:00 PH:Auto ; 35 150 4 189 ; 2 94 22 118 ; 26 6 24 56 ; 1 21 5 27 ;; 390 : 4:15 PH: Truck: 2 0 0 2; 0 1 0 1: 3 0 2 5: 0 0 1 1;; 9: 'Both ; 37 150 4 191 ; 2 95 22 119 ; 29 6 26 61 ; 1 21 6 28 ;; 399 --------;-----;-------------------------;-------------------------;-------------------------;------------=------------------- 4:15 PH:Auto ; 55 199 2 256 ; 2 94 37 133 ; 31 8 21 60 ; 6 9 2 17 ;; 466 ; : 4:30 PH:?ruck; 1 1 0 2 ; 0 4 1 5 0 0 1 1 : 0 0 0 0 8 'Both ; 56 200 2 258 ; 2 98 38 138 ; 31 8 22 61 ; 6 9 2 17 ;; 474 ; --------;-----;-------------------------;------------------------- ;--------------- ------- --- ;------------------------- ------- ; 4:30 PH:Auto 1 49 162 3 214 ; 1 114 46 161 ; 27 7 25 59 ; 5 13 0 18 ;; 452 4:45 PH:Truck; 1 1 0 2 i 0 3 2 5 , 1 1 2 4 : 0 0 0 0 ,: 11 ;Both ; 50 163 3 216 ; 1 117 48 166 ; 28 8 27 63 ; 5 13 0 18 ;; 463 --------;-----;-------------------------;-------------------------;------------------------=;-------------------------;;-------; 4:45 PH:Auto : 72 185 7 264 ; 1 148 30 179 ; 39 10 25 74 ; 3 11 1 15 ;; 532 ; 5:00 PH:Truck: 0 2 0 2 : 0 5 1 6 ; 1 0 1 2 ; 1" 0 0 1 11 ; 'Both ; 72 187 7 266 ; 1 153 .31 185 ; 40 10 26 76 ; 4 11 1 16 ;; 543 ; -------- --------------------------- ----------------------------------------- 5:00 PH;Auto ; 82 126 1 209 ; 0 123 58 181 ; 38 9 28 75 ; 6 14 1 21 ;; 486 ; : 5:15 PH:?ruck; 2 1 1 4 ; 0 2 1 3 ; 4 0 2 6 ; 0 0 0 .0 ;; 13 'Both ; 84 127 2 213 ; 0 125 59 184 ; 42 9 30 81 ; 6 14 1 21 ;; 499 ; '-------- ------------------------------I----------------•--------�---•--------I----------------- -------- ��------- 5:15 PH:Auto ; 63 201 2 266 ; 0 109 40 149 ; 29 5 17 51 ; 5 4 0 9 ;; 475 5:30 PH:Truck: 0 1 0 1 : 0 2 0 2 ; 1 0 2 3 : 0 0 0 0 ;; 6 'Both : 63 202 2 267 ; 0 111 40 151 ; 30 5 19 54 ; 5 4 0 9 ;; 481 ; --------I------------------------------I------------••------------------------------------ I-------------------------��-------� 1 �� 5:30 F1:1uto 1, 75 132 1 208 ; 1 101 50 152 ; 42 9 25 76 ; 2 15 2 19 ;; 455 ; 5:45 PH i ?ruck i 0 1 0 1: 0 5 0 5: 0 0 1 1, 0 0 0 0„ 7 'Both ; 75 133 1 209 ; 1 106 50 157 ; 42 9 26 77 ; 2 15 2 19 ;; 462 ; --------;----- ;--------------------- ----;------------------------ -;------------------------- --------------=---------- ------- 5:45 PH:Auto ; 58 114 3 175 ; 2 114 34 150 ; 30 5 22 57 ; 1 9 0 10 ;; 392 1 6:00 PH:?ruck: 1 1 0 2 i 0 1 3 4 : 0 0 0 0 : 0 0 0 0 6 ! : :Both : 59 115 3 177 : 2 115 37 154 : 30 5 22 57 : 1 9 0 10 :: 398 : --------;-----;-------------------------;-------------------------;-------------------------;-------------------------;;------- : 6:00 PH:Auto : 44 113 1 158 : 0 107 34 141 : 20 9 36 65 : 5 11 1 17 :: 381 : 11 6:15 PH:?ruck: 0 0 0 0 : 0 4 1 5 : 1 0 0 1 : 0 1 0 1 7 :Both : 44 113 1 158 ; 0 111 35 146 : 21 9 36 66 : 5 12 1 18 :: 388 --------� -----------------------------I--------•-----------------------------------------I-•----------•-•-----•-••-��------ �- H:Auto : 0 0 0 0: 0 0 0 0, 0 0 0 0: 0 0 0 0 0 i : H:Truck: 0 0 0 0 110 0 0 0 i 0 0 0 0 110 0 0 0 0 i : : Both : 0 0 0 0: 0 0 0 0: 0 0 0 0: 0 0 0 0 :: 0. : --------;-----;------------------- ------;-------------------------;-------------------------;-------------------------;;-------; : Mato : 0 0 0 0: 0 0 0 0: 0 0 0 0: 0 0 0 O 1; 0: : H:Track: 0 0 0 0 : 0 0 0 0 : 0 0 0 0 : 0 0 0 0 �� 0 1 Both 1 0 0 0 0 1 0 0 0 0! 0 0 0 0 1 0 0 0 0 11 0 ;TOTALS: :Auto 11 628 1569 26 21223: 11 1090 370 1,471: 303 70 252 625 : 40 123 12 175 :; 41494 :Track: 8 11 1 20 : 0 29 11 40 : 14 1 16 31 ; 1 1 1 3 ;; 94 !Both ! 636 1580 27 2,243 1 11 1119 381 1,511 ! 317 71 268 656 1 41 124 13 178 !1 4.588 Total Horth/South Traffic Toluge 3.754 Total East/west Traffic Volume - 834 AS 1617 r -h, Intersection of: US -1 County: Indian River Dai: Wednesday KANUBL TURNING MOVEMENT COUNTS HOURLI SUKHIRI and FELLSMERE ROBD (CR 512) Date: June 13, 1900 JW BUCNHOLZ TRBFFIC EIGINHERIN INC Weather: Clear 5 Dry US -1 ; 93-1 'FELLSMERE ROB(CR 512) ;FBLLSMBRR ROAD (CR 512) ;; ; 1Veh. 1 Northbound Southbound Eastbound Westbound ;; PERIOD ; ;Period ;Type ; LT THRU R? TOTAL ; LT THRU R! Total ; LT THRU RT Total LT THRU RT Total TOTALS 1 3:45 PK11uto 1 234 698 11 943 ; 7 388 124 519 ; 105 23 99 227 ; 18 59 7 84 ;; 1,773 ; ' 4:45 PKllruck' 5 5 0 10 1 0 10 5 15 1 7 1 10 18 ' 0 0 1 1 " 44 ' ' :Both 1 239 703 11 953 1 7 398 129 534 1 112 24 109 245 ' 18 59 8 85 11 1,817 1 --------;-----;-------------------------;-------------------------;-------------------------;-------------------------11-------1 ' 4:00 PK'Buto 1 211 696 16 923 ' 6 450 135 591 ' 123 31 95 249 ' 15 54 8 77 1' 1,840 1 ' 5:00 PK'Truck.' 4 4 0 8 f 0 13 4 17 ' 5 1 6 12 1 1 0 1 2' 11 39 1 ' :Both 1 215 700 16 931 ; 6 463 139 608 ' 128 32 101 261 ' 16 54 9 79 11 11879 ' --------;-----;-------------------------;-------------------------;-------------------------;--------------------------------1 ' 4:15 PM'Buto 1 258 672 13 943 ' 4 479 171 654 ' 135 34 99 268 1 20 - 47 4 71 " 10936 ' It 5:15 PK'Truck' 4 5 1 10 ' 0 14 5 19 ' 6 1 6 13 1 1 0 0 1 '' 43 1 ' :Both ' 262 677 14 953 ' 4 493 176 673 ' 141 35 105 281 ' 21 47 4 72 1 -------------------------------------- 11 1,703 1 ' 6:15 ------------------------- 1 3 0 ------------------------- -------------------------� 12 4 ' 4:30 FM11uto '. 266 674 13 953 ; 2 494 174 670 ' 133 31 95 259 1 19 42 2 63 1 5:30 PK'Truck' 3 5 1 9 ' 0 12 4 16 ' 7 1 7 15 ' 1 0 0 1 ' :Both ' 269 679 14 962 ' 2 506 178 686 1 140 32 102 274 ' 20 42 2 64 -------- ------------------------------ 35 3 ------------------------- " 1,228 ' ------------------------- -------------------------� 1 2 ' 4:45 PK1Auto ' 292 644 11 947 ' 2 481 178 661 ; 148 33 95 276 1 16 44 4 64 ' 1 5:45 PK'Truckl 2 5 1 8 ' 0 14 2 16 ' 6 0 6 12 1 1 0 0 1 ' ' 'Both 1 194 649 12 955 ' 1 495 180 677 ' 154 33 101 288 ' 17 44 4 65 ' ------------- -------------------------------------------------- 58 122 ' 6 20 1 27 " 773 ' ----------------------- PK1Truck' 1 ---------------------------� 0 2 ' 0 5 ' 5:00 PK'Buto ' 278 573 7 858 1 3 447 182 632 ' 139 28 92 259 1 14 42 3 59 ' ' 6:00 PK'Truck' 3 4 1 8 f 0 10 4 14 ' 5 0 5 10 ' 0 0 - 0 0 1 ' 'Both 1 281 577 8 866 1 3 457 186 646 1 144 28 97 269 ' 14 42 3 59 ' ' 1,979 ' 1 1, 945 ' 41 1 1,986 :PEAK HR 1 11948 ' 1 37 ' 1--------1-----1------------------------- 1--------- ---------------- 1------------------------- 1----------- --------------; l -------;. 1 5:15 PKlluto 1 240 560 7 807 1 3 431 158 592 1 121 28 100 249 ' 13 39 3 55 11 1,703 1 ' 6:15 PKllruckl 1 3 0 4 f 0 12 4 16 1 2 0 3 5 f 0 1 0 1 " 26 1 ' 'Both 1 241 563 7 811 ' 3 443 162 608 ' 123 28 103 254 ' 13 40 3 56 1t 1,714 ' 1--------;-----1-------------------------; -------------------------1-------------------------1-------------------------1f-------; 1 5:30 PKfluto 1 177 359 5 541 ; 3 322 118 443 1 92 23 83 198 ' 8 35 3 46 " 1,228 ' ' 6:15 PK'Truck' 1 2 0 3 ' 0 10 4 14 ' 1 0 1 2 f 0 1 0 1 11 20 ' ' 'Both 1 178 361 5 544 ' 3 332 122 457 ' 93 23 84 200 1 8 36 3 47 " 1,248 ' 1--------1-----1-------------------------1-----------------•-------1-------------------------1------------------------- l ; -------1 ' 5:45 PK'Buto ' 102 227 4 333 ' 2 221 68 191 ' 50 14 58 122 ' 6 20 1 27 " 773 ' ' 6:15 PK1Truck' 1 1 0 2 ' 0 5 4 9 ' 1 0 0 1 ' 0 1 0 1 11 13 ' ' .Both 1 103 228 4 335 1 2 226 72 300 51 14 58 123 6 21 1 28 ;; 786 ' Intersection of: 98-1 �+ County: Indian River Dap: Wednesday MANUAL TURNING MOVEMENT COUNTS and SCHUMANN DRIVR Date: June 13, 1990 JW BUCKHOLS TRAPPIC BNGINNBRING Ile Weather: Clear & Dry I I I US -1 ; US -1 ; SCHUMANN DRIVE ; SOUTH MIRROR LAKE DR. ; IVeh. ; Northbound Southbound ! Eastbound ! Westbound ;; PERIOD ; ,Period ;Type LT THRU RT TOTAL LT THRU RT Total ! LT THRU RT Total LT THRU RT Total !; TOTALS 13:45 PMIAuto ; 11 168 2 181 ; 5 108 19 132 ; 14 0 7 21 ; 1 0 2 3 ;; 337 ; 'R' 14:00 PMITruck; 0 5 0 5 I 0 5 0 5 I 0 0 0 O I 1 0 1 2 II 12 ;Both ' 11 173 2 186 ; 5 113 19 137 ; 14 0 7 21 ; 2 0 3 5 ;; 349 ----------------------------- -----I------------- --------------- ' 4:00 PMIAuto I 12 165 1 178 ; 5 107 18 130 ; 20 1 12 33 ; 1 0 0 1 ;; 342 4:15 PMI Truck i 1 9 0 10 11 1 0 2 I 1 0 0 1 I 0 0 0 0 i i 13 'Both ; 13 174 1 188 ; 6 108 18 132 ; 21 1 12 34 ; 1 0 0 1 ; ; 355 ; ---------------------------------------------------------------I---------I-------------------------��-------� 14:15 PMIAuto I 20 220 0 240 ; 3 92 22 117 ; 21 0 9 30 ; 0 0 2 2 ;; 389 ; 14:30 PM'Trackl 0 5 0 5 0 5 0 5 0 0 0 0 I O 0 0 0 10 Total North/South Traffic Volaee - 3,474 Total Bast/West Traffic Volume 308 ;Both ; 20 225 0 245 ; 3 97 22 122 ; 21 0 9 30 ; 0 0 2 2 ;; 399 ; -------------�------------------------- ------------------------- - -------------------------- ------- ------14:30 11 4:30PM'Aato ; 19 198 4 221 ; 3 113 13 129 ; 13 0 5 18 ; 5 0 5 10 ;; 378 4:45 PMITruck; 0 1 0 1; 0 2 1 3; 0 0 0 0; 0 0 0 0 4 l ;Both ; 19 199 4 222 ; 3 115 14 132 ; 13 0 5 18 ; 5 0 5 10 ;; 382 ; -------_I-----I-- ----------------- ------I-------------------- -----I---------- ---------------I---------------------- ---;;------- I 4:45 PM;Auto ; 11 216 2 229 ; 3 128 23 154 ; 19 0 9 28 ; 2 0 5 7 ;; 418 ; 15:00 PKITruck; 1 4 0 5 ; 0 2 0 2 ' 0 0 3 3 ; 1 0 0 1 11 ;Both ; 12 220 2 234 ; 3 130 23 156 ; 19 0 12 31 ; 3 0 5 8 ;; 429 ; 5:00 PM;Auto ; 17 158 3 178 ; 1 147 37 185 ; 16 1 3 20 ; 1 0 3 4 ;; 387 ; 5:15 PMITrackl 0 7 1 8 I O 3 0 3 ; 1 0 0 1 11 0 0 1 ;; 13 ; 'Both ; 17 165 4 186 ; 1 150 37 188 ; 17 1 3 21 ; 2 0 3 5 ; ; 400 --------; -----; -------------------------; ------------------------- I ------------ ------------- I -------------------------; ;-------; 5:15 PMIAato ; 29 246 0 275 ; 8 110 30 148 ; 24 0 7 31 ; 2 0 3 5 ;; 459 ; 5:30 PMITruckl 1 1 0 2 I O 5 0 5 ; 0 0 0 0 I O 0 1 1 8 ; ;Both ; 30 247 0 277 ; 8 115 30 153 ; 24 0 7 31 ; 2 0 4 6 ;; 467 ; --------;-----;--------------- ----------;------ ------------ -...... ;------------------------- ;-------------------------;;------- 5:30 PMIAuto ; 14 163 3 180 ; 2 113 41 156 ; 15 0 11 26 ; 1 0 3 4 ;; 366 15:45 PMI Truck l 0 3 0 3; 0 5 0 5; 0 0 0 0 I O 0 0 0;; 8 I ;Both I 14 166 3 183 ; 2 118 41 161 ; 15 0 11 26 ; 1 0 3 4 ;; 374 --------;-----;-------------------- -----;--------------------- ----;----------------- ------- -;------------ -------------;;-------; 5:45 PMIAuto ; 9 125 1 135 ; 9 122 29 160 ; 22 0 3 25 ; 1 0 2 3 ;; 323 16:00 PMIlruckl 1 3 0 4 I O 0 0 0 ; 0 0 0 0 I O 0 0 0 4 I ;Both ' 10 128 1 139 ; 9 122 29 160 ; 22 0 3 25 ; 1 0 2 3 ;; 327 I --------; ----- I ------------------------- I -------------------------; ----------- ----------- -- -; ---- ------------------- -- I ;-------; 16:00 PMIAuto l 7 125 3 135 ' 2 114 18 134 I 21 0 5 26 11 0 0 1 11 296 I 6:15 PMITrackl 1 1 0 2 I O 2 0 2 ; 0 0 0 0 10 0 0 0 4 I I 'Both 18 126 3 137 12 116 18 136 I 21 0 5 26 11 0 0 1 I' 300 ' I-------- I----- I------------------------- I -------------------------I------------------------- I -------------------------11------- l MlAuto 10 0 0 0 I 0 0 0 0 0 0 0 0 I 0 0 0 0 11 O I ' MlTrackl 0 0 0 0 ' O 0 0 0 ' 0 0 0 0 I O 0 0 0 II 0 I I 'Both I O 0 0 0 I 0 0 0 0 I 0 0 0 0 I 0 0 0 0 I I 0 I �' I-------- I----- I------------------------- I -------------------------I------------------------- I-------------------------11------- I l MlAuto 10 0 0 0 I 0 0 0 0 I 0 0 0 0 I 0 0 0 0 11 O I IMlTrackl 0 0 0 0 10 0 0 0 I 0 0 0 0 10 0 0 0 Il 0 ' I !Both 1 0 0 0 0! 0 0 0 0; 0 0 0 0 0 0 0 0 0__ _l 'TOTALS: (Auto ' 149 1784 19 1,952 I 41 1154 250 1,445 l 185 2 71 258 ' 15 0 25 40 'l 31695 I I 'Track' 5 39 1 45 ' 1 30 1 32 12 0 3 5 I 3 0 2 5 I I 87 I !Both 1 154 1823 20 1.997 1 42 1184 251 1,477 187 2 74 263 1 18 0 27 45 11 3,782 I Total North/South Traffic Volaee - 3,474 Total Bast/West Traffic Volume 308 ties ON JW BUCKBOLS TRAFFIC MANUAL TURNING MOVEMENT COUNTS ERGIREERING INC HOURLY SUMMARI Intersection of: US -1 and SCHUMANN DRIVE County: Indian River Day: Wednesday Date: June 13, 1990 Weather: Clear 5 Dry US -1 ; US -1 ; SCHUMANN DRIYB ; SOUTH MIRROR LIKE DR. IVeh. I Northbound Southbound Eastbound Westbound ;; PERIOD ;Period ;Type ; LT THRU RT TOTAL ; LT THRU RT Total 1 LT THRU RT Total ! LT THRU RT Total „ TOTALS; 13:45 PMIAuto ; 62 751 7 820 ; 16 420 72 508 ; 68 1 33 102 ; 7 0 9 16 ;; 1,446 ; ' 4:45 PMITruck' 1 20 0 21 ' 1 13 1 15 11 0 0 1 1 0 1 2 I' 39 I 'Both ; 63 771 7 841 ; 17 433 73 523 ; 69 1 33 103 ; 8 0 10 18 ; ; 10485 ; --------; -----;----------------------•--;-•-----------------------;------------------------- I ------------------------- I ;-------; 4:00 PMIAuto ; 62 799 7 868 ; 14 440 76 530 ; 73 1 35 109 ; 8 0 12 20 ;; 11527 ; 11 5:00 PM'Truck' 2 19 0 21 1 10 1 12 1 0 3 4 1 0 0 1 38 ;Both ' 64 818 7 889 ; 15 450 77 542 ; 74 1 38 113 ; 9 0 12 21 ;; 1,565 ; --------;-----;-------------------------;--•----------------------;-------------------------I--------------------------------I ' 4:15 PMIAuto ' 67 792 9 868 ' 10 480 95 585 I 69 1 26 96 I 8 0 15 23 " 1,572 ' 15:15 PMITruck' 1 17 1 19 ' 0 12 1 13 I 1 0 3 4 12 0 0 2 " 38 I ' 'Both I 68 809 10 887 I 10 492 96 598 I 70 1 29 100 ' 10 0 15 25 " 1,610 ' I-------- I----- I------------------------- I------------------------- I------------------------- I------------------------- I;------- I 14:30 PM'Auto ' 76 818 9 903 ' 15 498 103 616 I 72 1 24 97 ' 10 0 16 26 " 1,642 ' ' 5:30 PMITruck' 2 13 1 16 ' 0 12 1 13 ' 1 0 3 4 2 0 1 3" 36 ' ' 'Both I 78 831 10 919 ' 15 510 104 629 I 73 1 27 101 ' 12 0 17 29 " 1, 678 'PEAK HR I---•---- I----- -------------------------; ------------------------- I------------------------- I------------•------------ I I------- I ' 4:45 PMIAuto ' 71 783 8 862 ' 14 498 131 643 ' 74 1 30 105 ' 6 0 14 20 I' 11630 ' ' 5:4S PMITruck' 2 15 1 18 ' 0 15 0 15 I 1 0 3 4 ' 2 0 1 3 " 40 ' ' 'Both ' 73 798 9 880 ' 14 513 131 658 I 75 1 33 109 I 8 0 15 23 'I 1,670 ' I-----•-- I----- I------------------------- I------------------------- I------------------------- I -------------------------If ------- I ' 5:00 PM'Auto I 69 692 7 768 I 20 492 137 649 ' 77 1 24 102 I 5 0 11 16 " 1,535 ' ' 6:00 PMITrucks 2 14 1 17 10 13 0 13 ' 1 0 0 1 ' 1 0 1 2 " 33 ' I 'Both ' 71 706 8 785 ' 20 505 137 662 ' 78 1 24 103 ' 6 0 12 18 " 1,568 I ----------------------------------------------------------------------------------------------------------------- ------- 5:15 PMIAuto ' 59 659 7 725 I 21 459 118 598 ' 82 0 26 108 ' 5 0 8 13 " 1j444 ' ' 6:15 PM'Truck' 3 8 0 11 ' 0 12 0 12 10 0 0 0 ' 0 0 1 1 I' 24 ' ' 'Both ' 62 667 7 736 ' 21 471 118 610 ' 82 0 26 108 ' 5 0 9 14 " 1,468 ' I-------- I----- I------------------------- I------------------------- I------------------------- I------------------------- I I------- I 15:30 PMIAuto ' 30 413 7 450 ' 13 349 88 450 ' 58 0 19 77 I 3 0 5 8 " 985 ' ' 6:15 PM'Truck' 2 7 0 9 10 7 0 7 I 0 0 0 0 ' 0 0 0 0 " 16 ' ' 'Both ' 32 420 7 459 ' 13 356 88 457 ' 58 0 19 77 ' 3 0 5 8 I' 1,001 ' -------- I----- I------------------------- I------------------------- I----------•-------------- I------------------------- I;------- 1 5:45 ------15:45 PMIIuto I 16 250 4 270 ' 11 236 47 294 I 43 0 8 51 ' 2 0 2 4 " 619 ' 16:15 PM'Trucks 2 4 0 6 10 2 0 2 I 0 0 0 0 10 0 0 0 " 8 ' I ;Both ; 18 254 4 276 11 238 47 296 1 43 0 8 51 ; 2 0 2 4 627 ' no (IN iii BUCUOU TRWIC l uou Twin NOVBilBn 0001TS 110I111RINO ITC Intersection of: 98-1 and 99th STREET (VICKERS ROID) County: Indian River Day: Wednesday Date: dune 13, 1990 Weather: Clear S Dry Total NorthlSoath Traffic Volute 2.532 Total lastilest Traffic Volue - 149 OS -1 ; 98-1 199th 3TRE B? (VICKERS RD.); I ; ;Veh. ; Northbound Southbound ( Eastbound Westbound ;; PERIOD ; ;Period 1Tne ; LT TARU IT ?0?lL ; L? ?BRO * IT TOTAL ( LT TBRD R? ?OTIC ! L? MU R? TO?lL I TOTALS ; 4:15 PNlAuto ; 7 226 0 233 ; 1 99 2 102 ; 9 0 6 15 ; 0 0 0 0 ;; 350 ; 11 4:30 PKIS Truck; 5 7 0 12 ; 0 6 1 7; 1 0 7 8; 0 0 0 0;; 27- ; ;Both ; 12 233 0 245 ; 1 105 3 109 ; 10 0 13 23 ; 0 0 0 0 ;; 377 --------;-----;--------------------- ----;------ ------------------- ;------------------------- ;------------------------- ;;------- 11 4:30 P>l;luto ; 10 207 0 217 ; 0 108 6 114 ; 12 0 6 18 ; 0 0 0 0 ;; 349 ; 4:45 PN; ?ruck; 4 1 0 5; 0 2 1 3; 0 0 6 6; 0 0 0 0;; 14 ; ;Both ; 14 208 0 222 ; 0 110 7 117 ; 12 0 12 24 ; 0 0 0 0 ;; 363 --------;-----;---------------- --------- ;-------------------------;-------------------------; ------------------------- ------- ; 4:45 Pilluto ; 9 217 0 226 ; 0 113 12 125 ; 4 0 10 14 ; 0 0 0 0 ;; 365 ; 5:00 Pl Is truck; 6 5 0 11 ; 0 9 1 10 ; 1 0 4 5; 0 0 0 0;; 26 11 Both ; 15 222 0 237 ; 0 122 13 135 ; 5 0 14 19 ; 0 0 0 0 ; ; 391 --------; -----;-------------------------; -------------------------; ----------------------•--; -------------------------; ;------- 5:00 PAlluto ; 15 170 0 185 ; 0 126 7 133 ; 9 0 6 15 0 0 0 0 ;; 333 ; 5:15 PKITrack; 0 6 0 6; 0 4 0 4; 0 0 2 2; 0 0 0 0 ;; 12 ; ;Bath ; 15 176 0 191 ; 0 130 7 137 ; 9 0 8 17 ; 0 0 0 0 ;; 345 ; ----•-------------------- ------------- I ----------- -------------- ---------- -•---------------------------- ---------- ii -------I 11 5:15 Pg;luto ; 12 250 0 262 ; 0 98 9 107 ; 14 0 6 20 ; 0 0 0 0 ;; 389 ; 5:30 Pll?ruck; 1 2 0 3; 0 3 2 5; 0 0. 0 0; 0 0 0 0;; 8; ;Both ; 13 252 0 265 ; 0 101 11 112 ; 14 0 6 20 ; 0 0 0 0 ;; 397 --------;-----;------------ ------------- ;---------- --------------- ;------------------------- ;-------------------------;;------- 5:30 PM;luto ; 4 158 0 162 ; 0 93 6 99 ; 17 0 8 25 ; 0 0 0 0 ;; 286 ; 5:45 Pfl;?ruck; 0 3 0 3; 0 5 0 5; 0 0 0 0; 0 0 0 0;; 8; ;Both ; 4 161 0 165 ; 0 98 6 104 ; 17 0 8 25 ; .0 0 0 0 ; ; 294 ; --------;-----;-------------------------;-------------------------;-------------------------;-------------------------;;-------; 11 5:45 PM;luto 116 130 0 136 ; 0 94 12 106 ; t 0 5 13 ; 0 0 0 0 ;; 255 ; 6:00 Pll?ruck; 0 2 0 2 ; 0 2 0 2 ; 0 0 0 0 ; 0 0 0 0 ;; 4 ;Both ; 6 132 0 138 ; 0 96 12 108 ; 8 0 5 13 ; 0 0 0 0 ;; 259 ; --------;-----;-----........... --------- ;----------- --------------;------------------------- ;-------------------------;;-------; 11 6:00 PN;luto ; 3 132 0 135 ; 0 99 10 109 ; 3 0 5 8 ; 0 0 0 0 ;; 252 ; 11 6:15 PN Il Truck; 0 1 0 1; 0 2 0 2; 0 0 0 0; 0 0 0 0;; 3 Both ; 3 133 0 136 0 101 10 111 1 3 0 5 8 0 0 0 0 1; 255 1 ;TOTALS: 'Into ; 66 1490 0 1,556 ; 1 830 64 895 ; 76 0 52 128 ; 0 0 0 0 ;; 2,579 ; ;?ruck; 16 27 0 43 ; 0 33 5 38 ; 2 0 19 21 ; 0 0 0 0 ;; 102 ; ;Both 1 82 1517 0 1,599 1 1 863 69 933 78 0 71 149 1 0 0 0 0 1; 2,681 ; Total NorthlSoath Traffic Volute 2.532 Total lastilest Traffic Volue - 149 Ms a BOCUOU TRAFFIC KAAIQAL MIl6 WOVE![ M COQITS Bs6Ilmlic IWC HOQRU SUMT Intersection of: QS -1 and 99th STREET (VICMS ROAD) County: Indian River Dar: Wednesday Date: June 13, 1990 Feather: Clear 6 Dry I i 47 QS -1 0 858 i199th 451 37 488 STUB? (VICMS RD.) i 0 36 81 ; 0 ii Yoh. ; 0 lorthbound 11427 ' ----- •- ' ---- ' -------------- Southbound ----------- ---------------- , ----- --- ----------------- i ------------ Eastbound i -- -- - - - ------------------ i ; ------- ------5:00 Westbound 37* ; ; PERIOD ;Period !Type LT THRQ RT TOTAL ! LT THRQ RT TOTAL ; LT THRQ RT TOTAL LT THRQ RT TOTAL ;; TOTALS 4:15 PM;Auto ; 41 820 0 861 ; 1 446 27 474 ; 34 0 28 62 ; O 0 0 0 ;; 1,397 ; 5:15 PK;Truck; 15 19 0 34 ; 0 21 3 24 ; 2 0 19 21 ; 0 O 0 0 ;; 79 ; ;Both ; 56 839 0 895 ; 1 467 30 498 ; 36 0 47 83 ; 0 0 0 0 ;; 1,476 ; --------;-----;------------------------- ;------------------------- 24 66 ;--------- 0 ---------------- ;------------------------- ------- ; 4:30 Pl;Auto ; 46 844 0 890 ; 0 445 34 479 ; 39 0 28 67 ; 0 0 0 0 ;; 11436 ; 5:30 PKITruck; 11 14 0 25 ; 0 18 4 22 ; 1 0 12 13 ; 0 0 0 0 60 ; Both ; 57 858 0 915 ; 0 463 , 38 501 ; 40. 0 40 80 ; 0 0 0 0 ; ; 11496 IPM HR --------;-----;-------------------------;------------------------- ------------------------- ------------------------- ------- 4:45 PH;Auto ; 40 795 0 835 ; 0 430 34 464 ; 44 0 30 74 ; 0 0 0 0 ;; 11373 ; 11 5:45 PW;Truck; 7 16 0 23 ; 0 21 3 24 ; 1 0 6 7 ; 0 0 0 0 ;; 54 ; ;Both ; 47 811 0 858 ; 0 451 37 488 ; 45 0 36 81 ; 0 0 0 0 H 11427 ' ----- •- ' ---- ' -------------- ----------- ---------------- , ----- --- ----------------- i ------------ - -- ---------- i -- -- - - - ------------------ i ; ------- ------5:00 5:00 PB; Auto ; 37* 708 0 745 ; 0 411 34 445 ; 48 O 25 73 ; 0 0 0 0 ; ; 11263 ; 11 6:00 Pll;Truck; 1 13 0 14 ; 0 14 2 16 ; 0 0 2 2 ; 0 0 0 0 ;; 32 ;Both ; 38 721 0 759 ; 0 425 36 461 ; 48 0 27 75 ; 0 0 O 0 ;; 1,295 ; ------- -----------------------------; - , •� -� -------------------------; ------------------------- ------------------------- ------- 5:15 Pl;Auto ; 25 670 0 695 ; 0 384 37 421 ; 42 0 24 66 ; 0 0 0 0 ;; 1,182 ; 6:15 Pl;Truck; 1 8 0 9 ; 0 12 2 14 ; 0 0 0 0 ; 0 0 0 0 ;; 23 ; ;Both ; 26 678 0 704 0 396 39 435 42 0 24 66 0 0 0 0 11 1,205 11 M► fps 8 BUCKHOLL TRAFFIC KABUAL TURRIHG KOVBMBKT COOTS BUGIM6BRIRG IRC Intersection of: US -1 and WABASSO ROAD (CR 510) County: Indian River Dal: Wednesday Date: June 13, 1990 Heather: Clear & Dry US -1 ; US -1 ; WABASSO ROAD (CR 510) : WABASSO ROAD (CR 510) :Veh.: Northbound Southbound ! Bastbound i Westbound H PBRIOD; ;Period ;Type ; LT MU RT TOTAL ; LT THRU RT Total ; LT THRU RT Total ; LT THRU RT Total H TOTALS 3:45 PK:Auto 11 27 111 7 145 ; 8 80 11 99 ; 15 7 10 32 ; 27 29 17 73 ;; 349 4:00 PI:Truck: 0 1 0 1 ; 7 9 3 19 ; 1 1 1 3 ; 1 5 10 16 ;; 39 ;Both ; 27 112 7 146 ; 15 89 14 118 ; 16 8 11 35 ; 28 34 27 89 ;; 388 --------;-----;------------------------- ;------------------------- ;------------------------- ;------------------------- ;;------- : 4:00 PK:Auto : 29 118 10 157 ; 14 82 10 106 ; 27 7 16 50 ; 28 33 16 77 ;; 390 4:15 PK:Truck: 0 4 2 6 ; 5 4 0 9 ; 2 1 0 3 ; 1 3 9 13 ;; 31 ;Both 1 29 122 12 163 ; 19 86 10 115 ; 29 8 16 53 ; 29 36 25 90 ;; 421 ; --------;-----;-------------------------;-------------------------;--------•----------------;-------------------------;;------- : 4:15 PI:Auto : 43 108 8 159 ; 8 58 5 71 ; 18 5 8 31 ; 15 26 21 62 ;; 323 : 4:30 PK:Truck: 1 5 2 8 ; 7 6 1 14 ; 1 2 0 3 ; 4 4 8 16 ;; 41 ;Both : 44 113 10 167 ; 15 64 6 85 ; 19 7 8 34 ; 19 30 29 78 ;; 364 ------------•------------------------------------------------------------------ --------- -------------------------��-------� 4:30 PI:Auto ; 35 171 17 223 ; 12 84 3 99 ; 20 10 15 45 ; 19 23 13 55 ;; 422 ; : 4:45 PK:Truck: 3 2 0 5 ; 7 1 0 8 ; 1 2 1 4 ; 1 4 5 10 ;; 27 ; ;Both : 38 173 17 228 ; 19 85 3 107 ; 21 12 16 49 ; 20 27 18 65 ;; 449 - ----------------------------------------- ----------------------------------------------------------------•------11-------� 11 : 4:45 PI:Auto : 36 127 10 173 : 20 82 6 108 : 17 13 13 43 : 21 30 16 67 :: 391 : : 5:00 PK:?ruck: 0 6 0 6: 2 5 1 8: 4 0 0 4: 1 3 8 12 :: 30 : : :Both : 36 133 10 179 : 22 87 7 116 : 21 13 13 47 : 22 33 24 79 :: 421 : -------------------------------------- ------------------ -------i----------------------•------------------------------- � 11 5:00 PI:Auto 1' 50 146 10 206 : 14 103 4 121 : 12 14 14 40 : 22 30 20 72 :: 439 : : 5:15 PK: Truck: 0 3. 0 3: 0 4 0 4: 1 0 0 1: 1 1 4 6 :: 14 : : :Both : 50 149 10 209 : 14 107 4 125 : 13 14 14 41 : 23 31 24 78 :: 453 : --------;-----;-------------- ----------- ;------------------------- ;------ ------------- ------;---------------- •--•-----ii------- : 5:15 PI:Auto : 69 166 13 248 : 11 67 3 81 : 19 13 9 41 : 6 16 19 41 :: 411 : 115:30 PI:Truck: 1 1 0 2. : 0 3 0 3 : 0 0 0 0 : 0 3 1 4 :: 9 : : :Both : 70 167 13 250 : 11 70 3 84 : 19 13 9 41 : 6 19 20 45 :: 420 : --------;-----;-------------------------;-----------------•-------;-----•---------- -------- ;-------------------------;;-------; : 5:30 PI:Auto : 39 118 14 171 : 14 56 2 72 : 17 14 9 40 : 1 13 12 27 :: 310 : 5:45 PK:Truck; 0 0 0 0 : 1 2 1 4 : 0 2 0 2 : 0 3 0 3 :: 9 ; : :Both : 39 118 14 171 : 15 58 3 76 : 17 16 9 42 : 2 16 12 30 :: 319 : --------;-----;----•-------------------- ;---------- ------- ------- -;---------- --------------- ;-----•----------- --------;;------ : 5:45 PI:Auto : 34 93 9 136 : 14 70 6 90 : 14 10 4 28 : 6 8 6 20 :: 274 : 6:00 PK:Truck: 2 1 1 4 : 0 2 0 2 : 0 1 0 1 : 0 0 1 1 ;: 8 : : :Both : 36 94 10 140 : 14 72 6 92 : 14 11 4 19 : 6 8 7 21 :: 282 : --------;-----;------------------------- ;------ --------- --------- -;------------- --------- ---;------------ --•-•--------;;------- 1 6:00 PK:Auto : 21 94 5 110 : 16 56 2 74 : 12 5 17 34 : 11 24 18 53 :: 281 : 6:15 PK:Truck: 0 3 0 3 : 0 2 0 2 : 0 2 0 2 : 0 3 0 3 :: 10 : :Both : 21 97 5 123 : 16 58 2 76 : 12 7 17 36 : 11 27 18 56 :: 291 : --------;-----;-------------------------;--------------------•----;-------------------------;-------------------------;;------- : K:Auto : 0 0 0 0 : 0 0 0 0 : 0 0 0 0 : 0 0 0 0 :: 0 i : K:Truck: 0 0 0 0 : 0 0 0 0 : 0 0 0 0 : 0 0 0 0 :: 0 i : 'Both : 0 0 0 0: 0 0 0 0: 0 0 0 0: 0 0 0 0 :: 0: --------•------•-------------------------------------------------------------------------------------------------------� : I:Auto : 0 0 0 0: 0 0 0 0: 0 0 0 0: 0 0 0 0 :: 0: : K:Track: 0 0 0 0 : 0 0 0 0 : 0 0 0 0 : 0 0 0 0 :: 0 : : !Both 1 0 0 0 0 0 0 0 0; 0 0 0 0 0 0 0 0 0: :TOTALS: :Auto 11 383 1252 103 1,738: 131 738 52 911 : 171 98 115 384 : 157 132 158 547 :: 3,590 : : :Truck: 7 26 5 38 : 29 38 6 73 : 10 11 2 23 : 9 29 46 84 :: 218 : ;Both 390 1278 108 1,776 160 776 58 994 181 109 117 407 166 261 204 631 „ 3,808 Total Korth/South Traffic Volue - 2,770 Total Bast/West Traffic Volume 1,038 e4N rmh Intersection of: US -1 KANUAL TURNING KOVEKENT COUNTS HOURLI SUKKARI and WABASSO ROAD (CR 510) JI BUCKHOLZ TRAFFIC ENGINEERING INC County: Indian River Dap: Wednesday Date: dune 13. 1990 Weather: Clear 5 Dry 05-1 ; US -1 ; WABASSO ROAD (CR 510) ; WABASSO ROAD (CR 510) ;; 'Veh. I Northbound Southbound Eastbound Westbound ;; PERIOD ; ;Period ;Type I LT THRU RT TOTAL ; LT THRU RT Total ; LT THRU RT Total ; LT THRU RT Total I1TOTALS_' ' 3:45 PK'Auto ' 134 508 42 684 ; 42 304 29 375 ; 80 29 49 158 ; 89 111 67 267 ;; 1,484 ; ' 4:45 PK'Truck' 4 12 4 20 ; 26 20 4 50 ; 5 6 2 13 ; 7 16 32 55 ;; 138 ' ;Both ; 138 520 46 704 ; 68 324 33 425 ; 85 35 51 171 ; 96 127 99 322 ;; 1,622 --------;-----;-------------------------;-------- i I------------- II -------i 4:00 PK'Auto ; 143 524 45 712 ; 54 306 14 384 ; 82 35 52 169 ; 83 112 66 261 ;; 1,526 5:00 PK'Truck' 4 17 4 25 ; 21 16 2 39 ; 8 5 1 14 ; 7 14 30 51 ;; 129 ;Both ; 147 541 49 737 ; 75 322 26 413 ; 90 40 53 183 ; 90 126 96 312 ;; 1,655 ; --------;-----;-------------------------;------------------------•;-------------------------;-------------------------;;-------; 4:15 PK'Auto ; 164 552 45 761 ; 54 327 18 399 ; 67 42 50 159 ; 77 109 70 256 ;; 11575 ; ' 5:15 PK'Truck' 4 16 2 22 ; 16 16 2 34 ; 7 4 1 12 ; 7 12 25 44 ;; 112 ;Both ; 168 568 47 783 ; 70 343 20 433 ; 74 46 51 171 ; 84 121 95 300 ;; 1,687 �►;--------;-----;------------------------- ;------------------------- ;------------------------- ;-------------------------;;-------� ' 4:30 PK'Auto ; 190 610 50 850 ; 57 336 16 409 ; 68 50 51 169 ; 68 99 68 235 ;; 1,663 ' 5:30 PK'Truck' 4 12 0 16 ; 9 13 1 23 ; 6 2 1 9 ; 3 11 18 32 ;; 80 ' ;Both ; 194 622 50 866 ; 66 349 17 432 ; 74 52 52 178 ; 71 110 86 267 ;; 1,743 ;PEAK HR --------; -----;-------------------------;-------------------------;------------------------- I -------------------------; ;------- ' 4:45 PK'Auto ' 194 557 47 798 ; 59 308 15 382 ; 65 54 45 164 ; 51 89 67 207 ;; 1,551 ' 5:45 PK'Truck' 1 10 0 11 ; 3 14 2 19 ; 5 2 0 7 ; 2 10 13 25 ;; 62 ; ;Both ' 195 567 47 809 ; 62 322 17 401 ; 70 56 45 171 ; 53 99 80 231 ;; 1,613 ; --------I------------------------------------------------------- ---------------------------------------------------------� 5:00 PK'Auto ; 192 523 46 761 ; 53 296 15 364 ; 62 51 36 149 ; 36 67 57 160 ;; 1,434 ; 6:00 PK'Truck' 3 5 1 9 ; 1 11 1 13 ; 1 3 0 4 ' 1 7 6 14 ;; 40 ; ;Both ; 195 528 47 770 ; 54 307 16 377 ; 63 54 36 153 ; 37 74 63 174 ;; 1,474 ►--------------------------------------------------------------- I--------------------------------------------------��------- � 5:15 PK'Auto ; 163 471 41 675 ; 55 249 13 317 ; 62 42 39 143 ; 25 61 55 141 ;; 1,276 6:15 PK'Truck' 3 5 1 9 ' 1 9 1 11 ' 0 5 0 5 ' 0 9 2 11 ;; 36 ;Both ; 166 476 42 684 ; 56 258 14 328 ; 62 47 39 148 ; 25 70 57 152 ;; 1,312 --------------------------------- I -------------------------I------------------------- I - - -----------------------;;-------I -----, ' 5:30 PK'Auto ' 94 305 28 427 ' 44 182 10 236 ' 43 29 30 102 ' 19 45 36 100 " 865 ' 6:15 PK'Truck' 2 4 1 7 ' 1 6 1 8 I 0 5 0 5 ' 0 6 1 7 " 27 ' ' 'Both ' 96 309 29 434 ' 45 188 11 244 ' 43 34 30 107 ' 19 51 37 107 " 892 ' -------- --------------------------------------------------------------------------------------------------------- H-------� ' 5:45 PK'Auto ' 55 187 14 256 ' 30 126 8 164 ' 26 15 21 62 ' 17 31 24 73 " 555 ' ' 6:15 PK'Truck' 2 4 1 7 ' 0 4 0 4 ' 0 3 0 3 ' 0 3 1 4 " 18 ' ' .Both I 51 191 15 163 30 130 8 168 26 18 21 65 17 35 25 77 11 573 ' rlq, pft► evA MOO elw► JW BUCNHOLZ TRAFFIC MANUAL TURNING MOMENT COURTS ENGINEERING INC Intersection of: SCHUNANN DRIVE and INGLAR AVENUE County: Indian River Day: Thursday Date: June 14, 1990 Weather: Clear S Dry I SCHUNANN DRIVE SCHUMANN DRIVE i INGLAR AVENUE i ii ;Veh. ; Northbound ! Southbound ! Eastbound Westbound ;; PERIOD ;Period_ ;Type ; LT THRU RT TOTAL LT THRU RT TOTAL ; LT THRU RT TOTAL LT MU RT TOTAL „ TOTALS ; 4:00 PN;Auto ; 5 9 0 14 ; 0 6 7 13 ; 10 0 2 12 ; 0 0 0 0 ;; 39 ; 4:15 PN;Truck; 0 0 0 0 ; 0 0 0 0 ; 0 0 0 0 ; 0 0 0 0 ;; 0, ; ;Both ; 5 9 0 14 ; 0 6 7 13 ; 10 0 2 12 ; 0 0 0 0 ;; 39 --------;-----;------------------------- ;------------------------- ;------------------------- ;------------------------- ;;------- 4:15 PN;Auto ; 8 13 0 21 ; 0 10 7 17 ; 9 0 4 13 ; 0 0 0 0 ;; 51 ; 4:30 PN;Track; 1 0 0 1, ; 0 0 0 0 ; 2 0 0 2 ; 0 0 0 0 ;; 3 ; ;Both ; 9 13 0 22 ; 0 10 1 17 ; 11 0 4 15 ; 0 0 0 0 ;; 54 -------- -------------------------------------------------------------------------------- ---------------------- ---------- 11 � 4:30 PX11Auto i 6 11 0 17 ; 1 11 10 22 , 6 1 0 7 i 0 0 0 0„ 46 4:45 PN; Truck; 0 0 0 0; 0 0 0 0; 0 0 00; 0 0 0 0;; 0; !Both , 6 11 0 17 , 1 11 10 22 , 6 1 0 7 i 0 0 0 0 H 46 --------;-----;------------------------- ;------------------------- ;------------------------- ;------------------------- ;;------- 4:45 PN;Auto ; 6 11 0 17 ; 0 13 8 21 ; 5 0 5 10 ; 0 0 0 0 ;; 48 5:00 PN;Truck; 0 0 0 0 ; 0 0 1 1 ; 0 0 0 0 ; 0 0 00 ;; 1 ; ;Both ; 6 11 0 17 ; 0 13 9 22 ; 5 0 5 10 ; 0 0 0 0 ;; 49 --------;-----;-----------------;----------- ;----------------------- -------- -------------- 5:00 PII;Auto ; 6 11 0 17 ; 0 13 15 28 ; 5 0 4 9 ; 0 0 0 0 ;; 54 5:15 PN;Truck; 0 0 0 0 ; 0 0 0 0 ; 0 0 0 0 ; 0 0 0 ;Both ; 6 11 0 17 ; 0 13 15 28 ; 5 0 4 9 ; 0 0 0 0 ;; 54 ; --------;-----;------------------------- ;------------------------- ;------------------------- ------------------------- H ------- 5:15 PN;Auto ; 6 11 0 17 ; 0 8 6 14 ; 7 1 3 11 ; 0 0 0 0 ;; 42 5:30 PN;Truck; 0 0 0 0 ; 0 0 0 0 ; 1 0 0 1 ; 0 0 0 0 ;; 1 ; ;Both ; 6 11 0 17 ; 0 8 6 14 ; 8 1 3 12 ; 0 0 0 0 ;; 43 ; --------;-----; --------------- ---------- ;------------------------- ;------------------------- ;------------------------- ;;------ -; 5:30 PN;Auto ; 7 10 0 17 ; 1 12 10 23 ; 5 1 0 6 ; 4 0 0 0 ;; 46 ; 5:45 PN;Truck; 0 0 0 0 ; 0 0 1 1 ; 0 Q 0 0 ; 0 0 0 0 1 ; ;Both ; 1 10 0 17 ; i 12 11 24 ; 5 1 0 6 ; 0 0 0 0 ;; 47 ; --------;-----;-------------------;-------------------------;-------------------------I----------••-------------I:-------I �� 5:45 PN;Auto ; 5 8 0 13 ; 0 11 8 19 ; 9 0 3 12 ; 0 0 0 0 ;; 44 ; 6:00 PN;Truck; 0 0 0 0 ; 0 0 0 0 ; 0 0 0 0 ; 0 0 0 0 ;; 0 ;Both ; 5 8 0 13 0 11 8 19 9 0 3 12 0 0 0 0 ;; 44 ; ;TOTALS: ;Auto ; 49 84 0 133 ; 2 84 71 157 ; 56 3 21 80 ; 0 0 0 0 ;; 370 iTrucki 1 0 0 1 i 0 0 2 2 , 3 0 0 3 , 0 0 0 0 „ 6 , !Both ; 50 84 0 134 2 84 73 159 59 3 21 83 0 0 0 0 ;; 376 ; Total North/South Traffic Volume - 293 Total East/West Traffic Volume 2 83 a BOCiHOLZ TRAFFIC HANQAL TURIIIHG HOVEHENT COUNTS BIGIIE lic IHC HOU ILI SUNNI Intersection of: SCHO!l N DRIVE and ENGLAR AVENGE County: Indian River Dap: Thursday Date: dune 14. 1990 leather: Clear 5 Dry SCHOIIANN DRIVE i SCHOIIAIIN DRIVE i ]MOLAR AVENUE i ;Veh. ; Northbound Southbound Eastbound lestbound ;; PERIOD ;Period Type LT THRO RT TOTAL ; LT THRO RT TOTAL 1 LT THRO RT TOTAL LT THRO RT TOTAL .0 TOTALS ; 11 4:00 PKIIIato ; 25 44 0 69 ; 1 40 32 73 ; 30 1 11 42 ; 0 0 0 0 ;; 184 5:00 PM;Truck; 1 0 0 1 , 0 0 1 1 i 2 0 0 2 i 0 0 0 0 ii 4 (Both ; 26 44 0 70 ; 1 40 33 74 ; 32 1 11 44 ; 0 0 0 0 ;; 188 --------; -----;-------------------------;-----------•-------------;-------------------------;-------------------------; ; ------- 4:15 PNI'Auto ; 26 46 0 72 ; 1 47 40 88 ; 25 1 13 39 ; 0 0 0 0 ;; 199 5:15 PM; Truck; 1 0 0 1; 0 0 1 1; 2 0 0 2; 0 0 0 0;; 4 ;Both ; 27 46 0 73 ; 1 47 41 89 ; 27 1 13 41 ; 0 0 0 0 ;; 203 ;PEAR HR -------- ------------- --------------------=------------------------------------------------------------ ------- 4:30 PB;Auto ; 24 44 0 68 ; 1 45 39 85 ; 23 2 12 37 ; 0 0 0 0 ;; 190 1 5:30 PI!1Truck; 0 0 0 0 i 0 0 1 1 i 1 0 0 1 i 0 0 0 0 i i 2 ;Both ; 24 44 0 68 ; 1 45 40 86 ; 24 2 12 38 ; 0 0 0 0 ;; 192 ; --------;-----;-------------------------;-------------------------;-------------------------;-------------------------;;------- 4:45 PKIAuto ; 25 43 0 68 ; 1 46 39 86 ; 22 2 12 36 ; 0 0 0 0 ;; 190 11 5:45 PM;Truck; 0 0 0 0 ; 0 0 2 2 ; 1 0 0 1 ; 0 0 0 0 ;; 3 ;Both ; 25 43 0 68 ; 1 46 41 88 ; 23 2 12 37 ; 0 0 0 0 ;; 193 ; --•--------------------------------------------------------------------------------------------------------•----- ------- 5:00 PH;Auto ; 24 40 0 64 ; 1 44 39 84 ; 26 2 10 38 ; 0 0 0 0 ;; 186 1 6:00 PKITrucki 0 0 0 0 , 0 0 1 1 i 1 0 0 1 i 0 0 0 0 2 Both 1 24 40 0 64 1 44 40 85 27 2 10 39 ; 0 0 0 0 ;; 188 ria 15 X tAN 01) tlt► JA BUCKHOLZ TRAFFIC MANUAL TURNING MOVEKENT COUNTS ENGINEERING IHC Intersection of: SCHUMANN DRIVE and CABAL CIRCLE County: Indian River Day: Thursday Date: June 14, 1990 Weather: Clear 8 Dry :Yeh. ;Northbound :Period !Type ; LT SCHUMANN DRIVE THRU RT ; TOTAL LT SCHUKANN DRIVE Southbound THRU RT ; TOTAL LT CANAL CIRCLE Eastbound THRU RT TOTAL ; ; LT CANAL CIRCLE Westbound THRU RT TOTAL PERIOD ; ;; TOTALS_; : 4:00 PH:Auto : 1 15 0 16 : 0 21 0 21 : 0 0 0 0 : 1 0 0 1 :: 38 : : 4:15 PM:Truck: 0 0 0 0 : 0 0 0 0 : 0 0 0 0 : 0 0 0 0 0 : : :Both : 1 15 0 16 : 0 21 0 21 : 0 0 0 0 : 1 0 0 1 :: 38 : ------------- : 4:15 ------------------------- PM:Auto : 1 19 1 ------------------------- 21 : 0 21 0 ------------------------- 21 : 0 0 1 1 ------------------------- : 0 0 0 0 :: -------� 43 : : 4:30 PM:Truck: 0 0 0 0 : 0 2 0 2 : 0 0 0 0 : 0 0 0 0 :: 2 : : :Both : 1 19 1 21 : 0 23 0 23 : 0 0 1 1 : 0 0 0 0 :: 45 : -------------------------------------- -------------------------I------------------------- -------------------------��-------I : 4:30 PM:auto : 0 17 0 17 : 1 33 0 34 : 0 1 0 1 : 0 0 1 1 :: 53 : : 4:45 PH:Truck: 0 1 0 1 : 0 0 0 0 : 0 0 0 0 : 0 0 0 0 :: 1 : : ;Both : 0 18 0 18 : 1 33 0 34 : 0 1 0 1 : 0 0 1 1 :: 54 : -------- ------------------- ----------------------------- -------------------------------- -------------------------��-------� : 4:45 PM:Auto : 0 20 1 21 : 0 32 0 32 : 0 0 1 1 : 0 0 0 0 :: 54 : : 5:00 PK:Truck: 0 0 0 0 : 0 0 0 0 : 0 0 0 0 : 0 0 0 0 0 : : :Both 1 0 20 1 21 : 0 32 0 32 : 0 0 1 1 : 0 0 0 0 :: 54 : I-•------� : 5:00 PM:Auto : ------------------------I-------------------------I 0 15 0 15 : 0 31 0 ------------------------- 31 : 0 0 0 0 I------ : 1 ------------------- 0 0 1 ;;------- :: I 47 : : 5:15 PK:Truck: 0 1 0 1 : 0 0 0 0 : 0 0 0 0 : 0 0 0 0 1 : I :Both : 0 16 0 16 : 0 31 0 31 : 0 0 0 0 : 1 0 0 1 :: 48 : -------------------------------------- ;-------------------------;-------------------------;-------------------------;;------- : 5:15 PK:Auto : 0 16 1 17 : 1 25 0 26 : 0 0 0 0 : 0 0 0 0 :: 43 : 115:30 PK:Truck: 0 1 0 1 : 0 1 0 1 : 0 0 0 0 : 0 0 0 0 :: 2 : : :Both 110 17 1 18 : 1 26 0 27 : 0 0 0 0 : 0 0 0 0 45 : ----------------•--------------------- ;--------------- ------- ---;-------------- ----------- I-------------------------;;------- : 5:30 PM:Auto : 1 13 0 14 : 2 32 0 34 : 0 0 0 0 : 0 0 1 1 :: 49 : : 5:45 PK:Truck: 0 0 0 0 : 0 0 0 0 : 0 0 0 0 : 0 0 0 0 0 : : :Both : 1 13 0 14 : 2 32 0 34 : 0 0 0 0 : 0 0 1 1 :: 49 : ------------------------------- I ------------------------- I -------------- ----------- I ------------------------- I ; ------- : 5:45 PM:Auto : 0 11 1 12 : 1 17 0 18 : 0 0 0 0 : 2 0 1 3 :: 33 : : 6:00 PM:Truck: 0 0 0 0 : 0 2 0 2 : 0 0 0 0 : 0 0 0 0 :: 2 : i Both 0 11 1 12 1 19 0 20 0 0 0 0 ; 2 0 1 3 ;,_ 35 : :TOTALS: :Auto : 3 126 4 133 : 5 212 0 217 : 0 1 2 3 : 4 0 3 7 :: 360 : : : Truck: 0 3 0 3: 0 5 0 5: 0 0 0 0: 0 0 0 0 :: 8: : ;Both 3 129 4 136 5 217 0 222 0 1 2 3 4 0 3 7 ;; 368 : Total North/South Traffic Volune - 358 Total East/West Traffic Volume - 10 Ms a BUCKHOLE TRAFFIC MANUAL TURNING KOVENENT COUNTS ENGINEERING INC HOURLY SU10 T Intersection of: SCHUNAIN DRIVE and CANAL CIRCLE Coanty: Indian River Day: Thursday Date: June 14, 1990 Weather: Clear 5 Dry ea 0!% SCHUMAANN DRIVE ; SCHUXAANN DRIVE ; CANAL CIRCLE ; CANAL CIRCLE ;Veh. ; Northbound Southbound Eastbound Nestbound ;; PERIOD ;Period ;Type ; LT THRU RT TOTAL LT THRU RT TOTAL LT THRU RT TOTAL ; LT THRU RT TOTAL „ TOTALS ; 1 4:00 PK1Aato 1 2 71 2 75 ; 1 107 0 108 ; 0 1 2 3 ; 1 0 1 2 ;; 188 5:00 PKITruckl 0 1 0 1 1 0 2 0 2 1 0 0 0 0 1 0 0 0 0 ;; 3 ;Both ; 2 72 2 76 ; 1 109 0 110 1 0 1 2 3 ; 1 0 1 2 ;; 191 -------------------------------------- -------------------------------------------------- -------------------------��-------� If 1 4:15 PKlAuto 1 1 71 2 74 ; 1 117 0 118 ; 0 1 2 3 ; 1 0 1 2 ;; 197 5:15 PK'Truckl 0 2 0 2 : 0 2 0 2 1 0 0 0 0 1 0 0 0 0 ;; 4 ;Both 1 1 73 2 76 1 1 119 0 120 1 0 1 2 3 1 1 0 1 2 ;; 201 ;PEAK -------- ------------------------------ ------------------------- ------------------------- ------------------------- -------� 1 4:30 PilAuto 1 0 68 2 70 ; 2 121 0 123 ; 0 1 1 2 ; 1 0 1 2 ;; 197 5:30 PN1Truckl 0 3 0 3 1 0 1 0 1 1 0 0 0 0 1 0 0 0 0 11 4 1 :Both 1 0 71 2 73 ; 2 122 0 124 1 0 1 1 2 1 1 0 1 2 11 201 :PEAK -------------I------------------------- -------------------------;---- --------------------- ;----------- -------------- ;;-------; 1 4:45 PKIluto 1 1 64 2 67 ; 3 120 0 123 1 0 0 1 1 1 1 0 1 2 11 193 1 1 5:45 PNltruckl 0 2 0 2 1 0 1 0 1 1 0 0 0 0 1 0 0 0 0 t1 3 1 1 :Both 1 1 66 2 69 1 3 121 0 124 1 0 0 1 1 1 1 0 1 2 11 196 1 ------------------------- -------------,------------------------------------------------- ---------------, ��-------� ------•----�� 1 5:00 PY1Auto 1 1 55 2 58 1 4 105 0 109 : 0 0 0 0 1 3 0 2 5 11 172 1 1 6:00 PK1Trackl 0 2 0 2 1 0 3 0 3 1 0 0 0 0 1 0 0 0 0 1t 5 1 1 ;Both 1 1 57 2 60 4 108 0 112 0 0 0 0 3 0 2 5 „ 177 1 ea 0!% eft% VOLUME COUNTING PROGRAM MITRON SYSTEMS CORPORATION - NSC3000 PAGE i Channel Number 1 Location Code NB Date 6/13/90 Real Time 1447 Start Time 1500 Sample Time 15 Divide 2 Summation NO 2 -Way, NO Operator Number 1 Machine Number 3 2 SH 6/13/90 US -1 1448 NORTH OF CR 510 1500 INDIAN RIVER COUNTY 15 2 NO NO 1 A BUCKHOLZ TRAFFIC 3 ENGINEERING INC Please Note: You have placed channel 1 in slot -1 and channel 2 in slot -2. 6/13/90 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 11300 1900 2000 2100 2200 2300 2400 TOTALS 789 946 810 462 339 259 236 147 98 4086 181' 215 206 135 101 67 51 54 24 197 264 279 104 92 70 75 40 27 203 218 170 119 74 65 45 25 21 208 249 155 104 72 57 65 28 26 0100 0200 0300.0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 TOTALS 602 551 507 387 288 244 179 129 103 2990 15B 14B 170 109 9B 69 47 32 23 143 122 114 97 76 59 53 25 2B 156 141 109 95 55 60 40 47 27 145 140 114 96 59 56 39 25 25 6/14/90 0100 0100 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 TOTALS 66 37 18 26 19 48 181 351 420 557 536 613 613 622 664 814 889 810 263 7547 ,wk� 19 9 3 7 3 9 30 59 111 139 114 149 17B 158 149 202 210 204 123 17 9 2 4 5 10 33 85 91 127 147 185 139 164 118 197 220 266 140 15 13 6 8 4 1B 52 105 98 148 151 152 153 143 141 202 247 177 15 7 7 7 11 66 102 120 143 124 127 143 157 196 213 212 163 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 TOTALS 50 23 12 16 28 88 491 1004 753 632 676 666 651 597 650 635 576 524 214 8286 20 12 7 4 3 9 57 217 201 133 156 156 163 145 163 141 152 129 114 10 6 3 6 7 14 115 219 192 144 178 164 129 150 164 149 150 145 100 7 4 1 4 9 22 152 303 189 188 168 171 173 156 171 191 142 123 13 1 1 2 9 43 167 265 171 167 174 175 186 146 152 154 132 127 PAGE 2 MOVING 24 HOUR TOTAL SAMPLE - CHANNEL #1 efts 1600- 8857 1700- 8882 1800- BB25 1900- 8825 2000- 8626 2100- 0 2200- 0 2300- 0 2400- 0 0100- 0 0200- 0 0300- 0 0400- 0- 0500- 0 0600- 0 0700- 0 OB00- 0 0900- 0 1000- 0 1100- 0 1200- 0 1300- 0 1400- 0 1500- 0 MOVING 24 HOUR TOTAL SAMPLE - CHANNEL 12 �+ 1600- 9327 1700- 9360 1BOO- 9385 1900- 9402 2000- 9229 2100- 0 2200- 0 2300- 0 2400- 0 0100- 0 0200- 0 0300- 0 0400- 0 0500- 0 0600- 0 0700- 0 0800- 0 0900- 0 1000- 0 1100- 0 1200- 0 1300- 0 1400- 0 1500- 0 Channel 1 Traffic Check -sum O.K. Channel 2 Traffic Check -sum O.K. W, VOLUME COUNTING PROGRAM MITRON SYSTEMS CORPORATION - NSC3000 PAGE 1 Channel Number 1 2 64 Location Code NB SB 185 Date 6/13/90 6/13/90 89 Real Time 1435 1436 US -1 r� Start Time 1500 1500 SOUTH OF SCHUMAI\!N DRIVE Sample Time 15 15 INDIAN RIVER COUNTY Divide 2 2 141 Summation NO NO 70 2 -Way NO NO It Operator Number 1 1 JW BUCKHOLZ TRAFFIC Machine Number 2 2 ENGINEERING INC Please Note: You have Placed channel i in slot -1 and channel 2 in slot -2. tft� 6/13/90 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 TOTALS 741 894 771 454 344 271 237 140 91 3943 180 191 187 137 104 64 50 52 22 185 256 264 101 89 81 78 36 25 186 218 179 107 11 66 39 24 23 190 229 141 109 74 60 70 28 21 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 TOTALS t*, 535 487 458 401 281 261 195 123 91 2832 137 122 141 113 96 72 50 30 24 128 108 107 98 63 65 50 23 23 141 122 108 89 55 52 49 45 24 129 135 102 101 67 72 46 25 20 6/14/90 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 TOTALS 53 38 17 22 20 42 168 335 390 516 500 564 582 568 586 739 835 787 122 6884 ►, 15 10 3 5 3 5 26 60 92 121 99 141 164 144 127 177 187 184 122 13 10 2 6 6 9 35 90 96 121 131 167 142 150 162 176 208 262 13 It 5 7 5 14 47 96 84 139 151 130 138 134 133 193 243 179 12 7 7 4 . 6 14 60 89 118 135 119 126 138 140 164 193 197 162 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 TOTALS 37 24 7 14 25 97 -450 837 594 538 596 596 559 529 549 562 495 494 113 7116 12 9 3 4 0 11 46 191 153 114 133 135 119 130 135 130 132 121 113 7 8 3 6 8 12 112 192 157 129 149 150 110 131 154 133 123 141 8 3 1 3 7 23 132 255 138 149 158 156 164 134 153 165 129 112 10 4 0 1 10 51 160 199 146 146 156 155 166 134 107 134 111 120 MOVING 24 HOUR TOTAL SAMPLE -CHANNEL #1 1600- 8344 1100- 8342 1800- 8283 1900- 8299 2000- 7967 2100- 0 2200- 0 2300- 2400- 0 0100- 0 0200- 0 0300- 0 0400- 0 0500- 0 0600- 0 0700- 0800- 0 0900- 0 1000- 0 1100° 0 1200- 0 1300- 0 1400- 0 1500 - MOVING 24 HOUR TOTAL SAMPLE - CHANNEL #2 1600- 8204 1100- 8311 1800- 8319 1900- B355 2000- 8067 2100- 0 2200- 0 2300- 2400- 0 0100- 0 0200- 0 0300- 0 0400- 0 .0500- 0 0600- 0 0700- 0800- 0 0900- 0 1000- 0 1100- 0 1200- 0 1300- 0 1400- 0 1500 - Channel 1 Traffic Check -sum O.K. Channel 2 Traffic Check -sum O.K. ORS AN 0 0 0 0 0 0 PAGE 2 VOLUME -COUNTING PROGRAM MITRON SYSTEMS CORPORATION - MSC3000 Channel Number 1 2 Location Cade EB WB Date 6/13/90 6/13/90 SC HUMANN DRIVE Real Time 1507 1507 WEST OF US 1 Start Time 1600 1600 INDIAN RIVER COUNTY Sample Time 15 15 Divide 2 2 Summation YES YES 2 -Way NO NO Operator Number 1 1 JW BUCKHOLZ TRAFFIC Machine Number 4 4 ENGINEERING INC Please Note: You have placed channel 1 in slot -1 and channel 2 in slot -2. PAGE 1 �, 6113/90 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 1100 2200 2300 2400 113 104 104 87 92 49 23 12 32 20 27 23 32 19 6 3 M, 28 32 17 24 22 10 7 4 19 28 25 16 23 10 6 4 34 24 35 24 15 10 4 1 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 f10► 278 320 241 194 210 155 65 43 73 77 57 59 59 52 23 12 75 98 54 46 52 39 17 12 59 76 61 39 56 25 12 10 71 69 69 50 43 39 13 9 /A, 6/14/90 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 6 2 3 2 5 13 83 154 157 132 119 126 115 107 106 105 110 97 25 rte, 0 1 0 0 2 1 9 26 40 34 32 30 19 26 24 29 25 26 25 2 0 1 0 1 2 26 45 39 33 26 31 29 30 31 24 28 22 3 1 2 1 1 2 26 38 38 37 35 42 33 29 25 29 23 19 1 0 0 1 1 8 22 45 40 28 26 23 34 22 26 23 34 30 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 23 12 6 7 7 18 111 204 204 227 197 232 235 216 213 251 284 276 59 5 6 1 1 3 1 15 37 56 48 51 65 55 59 50 58 63 69 59 5 2 1 2 1 2 32 55 50 55 41 52 54 56 52 53 66 70 8 3 4 3 2 3 33 54 45 62 55 65 72 52 52 76 80 66 ►•, 5 1 0 1 1 12 31 58 53 62 50 50 54 49 59 64 75 71 e", TOTALS 584 TOTALS 1506 TOTALS 1467 TOTALS 2782 OMI1 PAGE 2 MOVING 24 HOUR TOTAL SAMPLE - CHANNEL #1 1700- 1819 1800- 1B16 1900- 1809 2000- 1730 2100- 0 2200- 0 2300- 0 2400- 0 0100- 0 0200- 0 0300- 0 0400- 0 0500- 0 0600- 0 0700- 0 OB00- 0 0900- 0 1000- 0 1100- 0 1200- 0 1300- 0 1400- 0 1500- 0 1600- 0 MOVING 24 HOUR TOTAL SAMPLE - CHANNEL #2 1700- 3669 1800- 3675 1900- 3631 2000- 3449 2100- 0 2200- 0 2300- 0 2400- 0 0100- 0 0200- 0 0300- 0 0400- 0 0500- 0 0600- 0 0100- 0 0800- 0 0900- 0 1000- 0 1100- 0 1200- 0 1300- 0 1400- 0 1500- 0 1600- 0 Channel 1 Traffic Check -sum O.K. Channel 2 Traffic Check -sum O.K. VOLUME C O U N T I N G PROGRAM NITRON SYSTEMS CORPORATION - MSC3001 Channel Number 1 2 Location Cade EB Wb Date 6/13/90 6/13/90 Real Time 1459 1459 elm% Start Time 1500 1500 - Sample Time 15 15 Divide 2 2 Summation NO NO 2 -Way NO NO Operator Number 1 1 Machine Number 1 1 Please Note: You have placed channel i in slot -1 and channel 2 in slot -2. PAGE 1 SCHUMANN DRIVE WEST OF 'ESSEX LANE INDIAN RIVER COUNTY JW BUCKHOLZ TRAFFIC ENGINEERING INC 00% 6/13/90 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 79 98 100 93 76 82 49 24 10 19 25 21 20 19 30 19 7• 2 18 30 31 16 23 20 12 7 3 - 20 15 23 23 13 1B 9 6 4 22 28 25 34 21 14 9 4 1 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 t7h 124 138 185 114 89 102 88 39 31 40 29 47 25 29 20 27 17 10 21 45 58 33 20 30 28 9 8 28 33 44 26 20 27 11 5 6 35 31 36 30 20 25 22 8 7 6/14/90 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 7 2 3 3 4 11 70 143 147 121 103 116 110 100 96 98 102 92 1 1 0 0 2 1 4 25 40 35 2B 29 20 25 23 23 24 23 2 0 1 1 1 2 19 39 36 28 25 28 26 26 23 25 26 20 3 1 2 0 1 2 26 40 38 33 32 39 29 28 24 2B 20 19 1 0 0 2 0 6 21 39 33 25 18 20 35 21 26 22 32 30 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 16 9 3 5 2 5 24 48 40 81 63 89 102 92 102 136 155 155 6 3 1 1 1 0 4 11 14 10 17 26 33 22 25 25 36 36 3 3 0 3 0 0 5 10 8 18 11 20 19 25 22 28 31 43 4 2 2 1 1 1 6 14 6 19 15 20 28 24 20 48 49 40 3 1 0 0 0 4 9 13 12 34 20 23 22 21 35 35 39 36 TOTALS 611 TOTALS 910 TOTALS 1328 TOTALS 1127 PAGE 2 MOVING 24 HOUR TOTAL SAMPLE - CHANNEL #1 1600- 1647 1700- 1666 1800- 1670 1900- 1662 2000- 0 2100- 0 2200- 0 2300- 0 2400- 0 0100- 0 0200- 0 0300- 0 0400- 0 0500- 0 0600- 0 0700- 0 0800- 0 0900- 0 1000- 0 1100- 0 1200- 0 1300- 0 1400- 0 1500- 0 MOVING 24 HOUR TOTAL SAMPLE - CHANNEL #2 1600- 1591 1700- 1603 1800- 1620 1900- 1590 2000- 0 2100- 0 2200- 0 2300- 0 2400- 0 0100- 0 0200- 0 0300- 0 0400- 0 0500- 0 0600- 0 0100- 0 0800- 0 0900- 0 1000- 0 1100- 0 1200- 0 1300- 0 1400- 0 1500- 0 Channel 1 Traffic Check -sum O.K. Channel 2 Traffic Check -sum O.K. ('A) M1 ad AQPEMD = X C I MTERMED Z ALrrM S I TE T'RINA '1W I C r� Mv XX = N3TOCAITIAL Cxx�� 3-tTovsriewt biptoylli-f � Iv Cxx1= �NovS7jZt�t- �0�[—�11r[-ov��� 3Q SR 5�Z P6LLS Mt -RE Ro q� is ( 2o) 65) [b7 LIOI 30 S' (5) W) Co �20f � I 6-51 Lol (o) (7-0) w L2°] • CANR� G IP,ac (0)(.70) l I� (10) uick0s Ro of (03 `j Tp s 00)[flo) .� J I Is It 10) 30s �E a o (�o� Ian --� , t(S)IO) rai S� E01 p (o) (6P(O 5 (o) Cs1 Cs1f IQ% f5) SR 510 14 �A0 (o) [s3 -A-P 30 EI*7 c-{ v �' TE T"- FF16 Fel PEND = X D n UNS = GNAL•I ZED = NTERSECT= aN CMAC= TY AN�LYS = S TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 40 -- 60 0 THRU 0 -- 850 460 RIGHT 40 -- 0 40 n� NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB �+--------------------- ------- LANES 1 -- 2 2 1985 HCM: UNSIGNALIZED INTERSECTIONS Page -1 IDENTIFYING INFORMATION ---------------------------------------------- ------- ---------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 55 PEAK HOUR FACTOR ..................... .94 AREA POPULATION ...................... 90500 NAME OF THE EAST/WEST STREET......... 99th St. (Vickers Rd.) NAME OF THE NORTH/SOUTH STREET....... US 1 NAME OF THE ANALYST.................. J. Buckholz DATE OF THE ANALYSIS (mm/dd/yy)...... 7/10/90 TIME PERIOD ANALYZED ................. PM Peak Hour OTHER INFORMATION.... Existing Traffic and Geometry INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T -INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 40 -- 60 0 THRU 0 -- 850 460 RIGHT 40 -- 0 40 n� NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB �+--------------------- ------- LANES 1 -- 2 2 MAJOR LEFTS NB 6.00 6.00 0.00 6.00 eas MINOR LEFTS EB 8.50 8.50 0.00 8.50 IDENTIFYING INFORMATION --------------------------------------------------------------------- �► NAME OF THE EAST/WEST STREET...... 99th St. (Vickers Rd.) NAME OF THE NORTH/SOUTH STREET.... US 1 DATE AND TIME OF THE ANALYSIS..... 7/10/90 ; PM Peak Hour OTHER INFORMATION.... Existing Traffic and Geometry ADJUSTMENT --------------------------------------------------------------------- FACTORS Page -2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND ------- ---------- 0.00 115 ---------------- 20 ----------------- N WESTBOUND ----- --- ---- - NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION --------------------------------------------------------------------- % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ------------- EASTBOUND ----------- ------------- 0 0 0 r WESTBOUND --- --- --- NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS EB 6.50 6.50 0.00 6.50 MAJOR LEFTS NB 6.00 6.00 0.00 6.00 eas MINOR LEFTS EB 8.50 8.50 0.00 8.50 IDENTIFYING INFORMATION --------------------------------------------------------------------- �► NAME OF THE EAST/WEST STREET...... 99th St. (Vickers Rd.) NAME OF THE NORTH/SOUTH STREET.... US 1 DATE AND TIME OF THE ANALYSIS..... 7/10/90 ; PM Peak Hour OTHER INFORMATION.... Existing Traffic and Geometry CAPACITY AND LEVEL -OF -SERVICE Page -3 ea+ --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS ------- p -------- M --------- SH ------------ R SH ------------ --- MINOR STREET EB LEFT 47 41 38 > 38 > -9 > F > 71 > -23 >F RIGHT 47 664 664 > 664 > 617 > A MAJOR STREET NB LEFT 70 528 528 528 457 A IDENTIFYING INFORMATION --------------------------------------------- ------------------------ NAME OF THE EAST/WEST STREET...... 99th St. (Vickers Rd.) NAME OF THE NORTH/SOUTH STREET.... US 1 DATE AND TIME OF THE ANALYSIS..... 7/10/90 ; PM Peak Hour OTHER INFORMATION.... Existing Traffic and Geometry i� Mi TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT 105 -- 110 0 THRU 0 -- 935 660 RIGHT 180 -- 0 75 NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB ------- ------- ------- ------- LANES 1 -- 2 2 1985 HCM: UNSIGNALIZED INTERSECTIONS Page -1 MIN IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 55 PEAK HOUR FACTOR ..................... .99 AREA POPULATION ...................... 90500 NAME OF THE EAST/WEST STREET......... 99th St. (Vickers Rd.) NAME OF THE NORTH/SOUTH STREET....... US 1 NAME OF THE ANALYST .................. J. Buckholz DATE OF THE ANALYSIS (mm/dd/yy)...... 7/19/90 TIME PERIOD ANALYZED ................. PM Peak Hour OTHER INFORMATION.... 1991 No -Build Traffic, Existing Geometry INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T -INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN Mi TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT 105 -- 110 0 THRU 0 -- 935 660 RIGHT 180 -- 0 75 NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB ------- ------- ------- ------- LANES 1 -- 2 2 MAJOR LEFTS NB 6.00 6.00 0.00 6.00 MINOR ADJUSTMENT --------------------------------------------------------------------- FACTORS Page -2 r=a EB 8.50 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE - INFORMATION GRADE ANGLE FOR RIGHT TURNS FOR ---------------- ----------------- RIGHT TURNS OF THE EASTBOUND ------- ---------- 0.00 115 20 NAME N NORTH/SOUTH STREET.... WESTBOUND ----- --- --- AND TIME OF THE ANALYSIS..... - PM Peak Hour OTHER INFORMATION.... 1991 No -Build Traffic, Existing Geometry NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION -------------------------------------- ------------------------------- % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ------------- EASTBOUND ----------- ------------- 0 0 0 WESTBOUND --- --- --- NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS EB 6.50 6.50 0.00 6.50 MAJOR LEFTS NB 6.00 6.00 0.00 6.00 MINOR LEFTS EB 8.50 8.50 0.00 8.50 IDENTIFYING INFORMATION -------------- �_ NAME OF THE ------------------------------------------------------- EAST/WEST STREET...... 99th St. (Vickers Rd.) NAME OF THE NORTH/SOUTH STREET.... US 1 DATE AND TIME OF THE ANALYSIS..... 7/19/90 ; PM Peak Hour OTHER INFORMATION.... 1991 No -Build Traffic, Existing Geometry "I'► 7. CAPACITY AND LEVEL -OF -SERVICE Page -3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET EB LEFT 123 35 25 > 25 > -97 > F > 64 > -269 >F RIGHT 211 567 567 > 567 > 356 > B MAJOR STREET NB LEFT 129 375 375 375 247 C IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... 99th St. (Vickers Rd.) NAME OF THE NORTH/SOUTH STREET.... US 1 DATE AND TIME OF THE ANALYSIS..... 7/19/90 ; PM Peak Hour OTHER INFORMATION.... 1991 No -Build Traffic, Existing Geometry W, TRAFFIC VOLUMES --------------------------------------------------------------------- '`'' EB WB NB SB ---- ---- ---- ---- LEFT 145 -- 155 0 THRU 0 -- 940 685 RIGHT 315 -- 0 95 NUMBER OF LANES --------------------------------------------------------------------- E B WB NB SB ------- ------- ------- LANES 1 -- 2 2 1985 HCM: UNSIGNALIZED INTERSECTIONS Page -1 IDENTIFYING INFORMATION -------- ------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 55 PEAK HOUR FACTOR ..................... .94 AREA POPULATION ...................... 90500 NAME OF THE EAST/WEST STREET......... 99th St. (Vickers Rd.) NAME OF THE NORTH/SOUTH STREET....... US 1 NAME OF THE ANALYST .................. J. Buckholz DATE OF THE ANALYSIS (mm/dd/yy)...... 7/10/90 TIME PERIOD ANALYZED ................. PM Peak Hour OTHER INFORMATION.... 1991 Build Traffic, Existing Geometry INTERSECTION TYPE AND CONTROL ------------------------------------ ------------- -------------------- INTERSECTION TYPE: T -INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- '`'' EB WB NB SB ---- ---- ---- ---- LEFT 145 -- 155 0 THRU 0 -- 940 685 RIGHT 315 -- 0 95 NUMBER OF LANES --------------------------------------------------------------------- E B WB NB SB ------- ------- ------- LANES 1 -- 2 2 e*1 ADJUSTMENT FACTORS Page -2 % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ----------- ------------- ------------- EASTBOUND PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE --- GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND ------- 0.00 ---------- 115 ---------------- 20 ----------------- N WESTBOUND ------ --- --- - NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION ------------------------------------ --------------------------------- 6.50 % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ----------- ------------- ------------- EASTBOUND 0 0 0 WESTBOUND --- --- --- NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) -------------- VALUE -------- ADJUSTMENT CRITICAL GAP ----------- ------------ MINOR RIGHTS EB 6.50 6.50 0.00 6.50 MAJOR LEFTS NB 6.00 6.00 0.00 6.00 MINOR LEFTS EB 8.50 8.50 0.00 8.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... 99th St. (Vickers Rd.) NAME OF THE NORTH/SOUTH STREET.... US 1 DATE AND TIME OF THE ANALYSIS..... 7/10/90 ; PM Peak Hour OTHER INFORMATION.... 1991 Build Traffic, Existing Geometry CAPACITY AND LEVEL -OF -SERVICE Page -3 �., --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ----------------------------------------------- --- MINOR STREET EB LEFT 170 35 20 > 20 > -150 > F > 58 > -480 >F RIGHT 369 550 550 > 550 > 181 > D MAJOR STREET NB LEFT 181 351 351 351 169 D IDENTIFYING INFORMATION --------------------------------------------------------------------- �+ NAME OF THE EAST/WEST STREET...... 99th St. (Vickers Rd.) NAME OF THE NORTH/SOUTH STREET.... US 1 DATE AND TIME OF THE ANALYSIS..... 7/10/90 ; PM Peak Hour OTHER INFORMATION.... 1991 Build Traffic, Existing Geometry rM► 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 ********************************************************************* IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... .87 AREA POPULATION ...................... 90500 NAME OF THE EAST/WEST STREET......... Englar Avenue NAME OF THE NORTH/SOUTH STREET....... Schumann Drive NAMEOF THE ANALYST .................. J. Buckholz DATE OF THE ANALYSIS (mm/dd/yy)...... 7/10/90 TIME PERIOD ANALYZED ................. PM Peak Hour OTHER INFORMATION.... 1991 Build Traffic, Existing Geometry INTERSECTION TYPE AND CONTROL --------------------------------------------------------------- INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES ---------------------------------------------------------------- EB WB NB SB LEFT 60 5 35 10 THRU 10 5 60 230 RIGHT 20 5 5 280 NUMBER OF LANES AND LANE USAGE ------------------------------------------------------------------ EB WB NB SB LANES 1 1 1 1 LANE USAGE LTR LTR 0% r'q1 MINOR LEFTS EB 6.50 6.50, 0.00 6.50 WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... Englar Avenue NAME OF THE NORTH/SOUTH STREET.... Schumann Drive DATE AND TIME OF THE ANALYSIS..... 7/10/90 ; PM Peak Hour OTHER INFORMATION.... 1991 Build Traffic, Existing Geometry ADJUSTMENT FACTORS ------------------------- -------------------------------------------- Page -2 ON PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE ------- FOR RIGHT TURNS FOR RIGHT TURNS ---------- EASTBOUND 0.00 90 ---------------- 20 ----------------- N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION ---------------------------------------------------------------------- % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ----------- ------------- EASTBOUND 0 0 ------------- 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS EB 5.50 5.50 0.00 5.50 WB 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.00 5.00 0.00 5.00 NB 5.00 5.00 0.00 5.00 MINOR THROUGHS EB 6.00 6.00 0.00 6.00 WB 6.00 6.00 0.00 6.00 MINOR LEFTS EB 6.50 6.50, 0.00 6.50 WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... Englar Avenue NAME OF THE NORTH/SOUTH STREET.... Schumann Drive DATE AND TIME OF THE ANALYSIS..... 7/10/90 ; PM Peak Hour OTHER INFORMATION.... 1991 Build Traffic, Existing Geometry CAPACITY AND LEVEL -OF -SERVICE Page -3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET EB LEFT 76 450 422 > 422 > 347 > B elkN THROUGH 13 514 489 > 469 489 > 355 476 >B A RIGHT 25 682 682 > 682 > 656 > A MINOR STREET WB LEFT 6 342 313 > 313 > 307 > B �"'► THROUGH 6 417 397 > 447 397 > 428 390 >A B RIGHT 6 996 996 > 996 > 990 > A MAJOR STREET SB LEFT 13 1000 1000 1000 987 A NB LEFT 44 641 641 641 597 A IDENTIFYING INFORMATION �'►----------------------------------------------------------------- ---- NAME OF THE EAST/WEST STREET...... Englar Avenue NAME OF THE NORTH/SOUTH STREET.... Schumann Drive DATE AND TIME OF THE ANALYSIS..... 7/10/90 ; PM Peak Hour OTHER INFORMATION.... 1991 Build Traffic, Existing Geometry e -lb► �7 fTl ,APPEND I X E S I GNA.L I ZEA► I NTER.SEC:�T= ON ANAZ■YS = S Ms ^1 PLANNING APPLICATION WORKSHEET ----------------------------------------------------------------------------------------------------------------------------------. I SIPA (1985 NCM Signalized Intersections Planning Analysis) Version 2.0 I r 1----------------------------------------------------------------------------------------------------------------------------------1 I INTERSECTION: US 1/CR 512 DATE: 7/10/90 I I ANALYST: J. Buckholz TIME PERIOD ANALYSED: PM Peat Hour I PROJECT: 90-055, Vickers Grove CITY/STATE: Sebastian, Florida I I OTHER PROJECT INFORNATION: Existing Traffic and Geosetry 1 1----------------------------------------------------------------------------------------------------------------------------------! I SB TOTAL 685 I I 5" NB I I I 340 340 5 I "--- TOTAL N I I I! I I I I I I 45 (---- 70 I 180 500 5 / 180 v I I 1 1 I-------------------------------- 160 v '-> ---------------------------- -------------------------------- { 5 5 ! i I I I 45 (--t---------- ( 70) I I I 1 72 I i v ! 20) i i I I 0 I I 1 I I N -S STREET: US 1 I i I i I I-V STREET: CR 512 (Fellsaere Road) I I ! ! I 120 i 1 I I ( 140) ! ! 1 I 289 I ! I ( 275) ----------t--) 35 I I I i elb, I v i I 100 I 1--------------------------------, <-. 330 .--------------------------------! I " 140 I I " 15 / 270 675 15 I I 275 ----) 35 I I I I I ! I I I ! TOTAL v 100 I I----------------------------------------------------------------------------------------------------------------------------------! 270 345 345 I NB TOTAL 960 I I----------------------------, I BB LT = 120 I ---------------------------- I NB LT = 270 ,-----------------------------------------------------! { I MAXIMUM SUN OF CRITICAL VOLUMES CAPACITY LEVEL I I NB TH = 72 192 I ! SB TH = 340 610 { I ------------------------------- -------------- 1 I OR I I OR I I 0 TO 11200 UNDER I I NB LT = 0 I ! SB LT = 5 I I 11201 TO 11400 NEAR I I EB TH = 289 289 I I NB TH = 345 350 I I > 11400 OVER I ----------------------------------------------------------------------------------------------------------------------------------� B -V CRITICAL 289 t N -S CRITICAL 610 2 899 STATUS? UNDER ewN PLANNING APPLICATION WORKSHEET --------------------------------------------- ------------------------------------Y--------------------------------------------, I SIPA (1985 HCB Signalized Intersections Planning Analysis) Version 2.0 I I I8?BRSBCTI01: US 1/Scbusann Dr. DA?B: 7/10/90 I ANALYST: J. Buckbolz ?IBB PBRIOD ABALYIBD: PB Peak Hour I ! PROJECT: 90-055, Vickers Grove CITY/STATE: Sebastian, Florida I I OTHBR PROJBCT IHFORBATI01: Existing Traffic and Geosetry ---------------------------------------------A-------------------------1 I SB TOTAL 625 I 120 VB I g I I 1 105 253 151 15 I --- TOTAL I i I i i I I I i I I 0<---- 35 .". I I I I I I I 1 I 1 • --- :: I ' v'--> l I I 1 I I 15 v I ! 105 505 15 1-------------------------- v I 20 I i 1 1 i I 0 �--t---------- ( 35) I I 1 37 I I v I I ( 15) I I 15 I I 1 i 1 I 1 I 1 I -s STRBBT: US 1 I B -V STRBBT: Scbnsann Drive I I I I 1 I 1 I 1 I 1 elm% i 1 I 1 ! " I I 1 I?5 ----------- I 35 ----------,--> 5 I I v 30 I 1--------------------------------, 1 " 75 I I ! I / 80 825 10 I 1 110 ----> 5 I BB I I I I I I eB TOTAL i 915 I 1 TOTAL v 30 I 80 412 413 10 I 1---------------------------------------------------------------------------------------- ------------------------------------------ I I BB LT = 75 I I HB L? 80 I I MAYIBUM SUM OF CRITICAL VOLUBBS CAPACITY LBVBL I VB TH = 37 112 I I SB TH = 253 333 i 1 ------------------------------- ----- --- 1 OR OR I 1 0 '10 11200 UBDBR i I ! �°► ) VB Li = 15 I I SB LT = 15 I i 11201 TO 11400 MBAR BB TH = 35 50 I I BB TH = 413 428 ( i - OVER I ----------------------------------- ----------------------------- ----------- ---- ------- B -V CRITICAL 112 t H -S CRITICAL 428 -540 STATUS? UBDBR �ftd again 1801TIS SH = 86E 9T3I1I33 8-8 f UE WINED H ------------------------ ----------------------- ---------------------- ----------------------- -------------------------------------, I Eno OOi't < 1 1 86E EEE = Hi 8A I I SH SS = iZ 8d I HVIN Coal 01 IOZ'i I I S9 = iZ HS I 1 OL I again OOtll Oi 0 I I a010 _ 1 I UE ZLZ = Hi 8b I I -------------- ------------------------------- I I OLE Eel H1 SS I I W31 111MT3 S8Kn70A 7T3I1I33 d0 NnS KARIM I I S61 = 17 88 I I SL = 1183 I I ----------------------------------------------------- • •---------------------------- • •---------- -- i ------------------------------------------------------------- -------- --------------- I SS WoL I 098 7T101 HH I EEE ZEE S61 1 •____ 8g I 1 1 1 1 I 1 1 I i SS <---- SOi I I OS SI9 S61 I OS ,. I I 1 SL I ---------- ------------- ------ Eat ,. '-> I A i I ---------------- ------------SS I I SS <--„---------- CET 1 I SL I i i 1 I I I I I I I I I I I I I I I (peon osseged) OIS SD :118110 A -S I i SA :133HiS S -H I I i 1 I I I I I I OL 1 I (OL ) 1 1 A 1 ZLZ I I 1 (S9t )----------+--) Oil I i i I I I I I I I A OZ / S9 StE Ot I OL I;; ___• I I i i I I I I I i Sgt ----> Oil I s Viii I S9 III Ell i I I 8K SO I 1 DO 4T101 HS I ---------------------------------------------------------------------------------------------------------------------I x,ju a9 put utilezi fiansng : iumaoui varoad asuo I 1 aeo20 sea A ISSO-06 si3gf0ad I I ept2oid aet�segag .SiYiS/EtI� � t I 2009 ;ead Rd :aSEi4TaT QOIagd SKIT ziowns or uSi7 u I I 06/0I/L :SiTO cis 83/1 SA :10IMS13111 I I--------------- ---------------: --------------------------------------------------------------------------------------------------- i 0 t uots2aA (stsAleuT 60tuutld s001130928181 paztitUBIS MDR S861) HIS I •---------------------------------------------------------------------------------------------------------------------------------' SZZHSXHQt4 NOI NDI'IddK ONINNT Id eft, PLANNING APPLICATION WORKSHEET ----------------------- ------------------------------------------------ SIPA (1985 HCl! Signalized Intersections Planning Analysis) Version 2.0 I IHTERSSCTION: US 1/CR 511 DATE: 7/19/90 I ANALYST: J. Buckholz TIME PERIOD ANALYZED: PM Peak Hour I I PROJECT: 90-055, Vickers Grove CITY/STATE: Sebastian, Florida I I OTHER PROJECT INFORMATION: 1991 go -Build Traffic, Existing Geonetry -- ------- - i---------------------------------------------------------------------------------------------------- I SB TOTAL 765 1 A 1 10 VB I I "--- TOTAL N I i I 378 377 10 I 1 1 1 I i t I 1 50 <---- 85 V 25 I 105 550 10 / 105 v I ----------------- ---------------' 113 v I '-> �--------------------------------i 10 � I I i i 85) I 1 110 1 i v ! I ( 25) I 1 0 I I I 1 1 i I N -S STREET: US I 1 I I ! E -M STREET: CR 511 (Fellssere Road) I 1 1 I I I 204 1 i 1 r I ( 225 ) I 468 1 I 1 1 ( 445) ----------t--> 1 40 I I v i I r�1 180 I<-, 394 --------------------------------1 I " 125 I I 20 / 345 800 20 I I 445 ----> 40 I I I l I I l l I I I I I I EB ---_, I TOTAL v 180 I----------------------------:--------: I ( --------------------------------=---------------------------------- I I I 345 410 410 I I NB TOTAL 1165 I --------- I EB L? - 200 I _---------------------------„-----------------------------------------------------1 I NB Li--- ---345---- I I NATIMUM SUM OF CRITICAL VOLUMES CAPACITY LEVEL I I NB TH = 110 310 I I SB TH = 378 723 I OR I I ------------------------------- ! 0 -------------- I TO 1,104 UNDER I I OR. I I NB LT = 0 I I I SB LT = 16 l I 11201 TO 11400 NEAR 1 I BB TH - _ 468 468 I I NB TH = 410 410 I I > 1,400 VER � —--------� ----------------------------------------------------------------------------------- 1191 STATUS? UNDER I-V CRITICAL 468 t N -S CRITICAL 723 - fm% PLANNING APPLICATION WORKSHEET ------------------------------------- --------------------- -------------- ------ ----------- ----- ----- ------------------------------, I SIP1 (1985 BCM Signalized Intersections Planning Analysis) Version 2.0 I i--------------------------- ------------------------------------------------------------- ------- -------------------------- --------- I i IN?ERSEC?ION: US 1/Schunann Dr. DATE: 7/19/90 I I ANALYST: J. Buckholz TIME PERIOD ANALYZED: PN Peak Boar I I PROJECT: 90-055, Vickers Grove CITY/S?ITE: Sebastian, Florida I OTHER PROJECT INFORMATION: 1991 No -Build Traffic, Existing Geonetry I ----------------------------------------------------------------------------------------------------------------------------------1 I SB TOTAL 870 I 1 25 VB I I ( 135 358 357 20 i -- TOTAL N I I I I I I I I i i I •" � I v'--> l I ! ! I i 15 v i 135 715 20 1-------------------------------- <- v v -------------------------------- I I 25 I A eahI I I 5 (--t---------- ( 45) I 1 47 I v I I ( 15) I 1 15 i ! I I I I I I N -S STREE?: US 1 I I E -V STREET: Schnaann Drive 1 ! I I i I ! I I I I i I I i i A 140 __________--A I I 65 ----------,--> 10 I 1 v 55 A A I-------------------------- 1 A 140 1 I I I I / 85 965 15 I 1 205 ----> 10 I I I I I I I I I I I EB I I I I i I I I I I 1 TOTAL v 55 ! 85 482 483 15 I NB TOTAL 1065 I 1----------------------------------------------------------------------------------------------------------------------------------i 1----------------------------, ,----------------------------, , ----------------------------------- I E8 LT = 140 i 1 NB LT = 85 I i MAIIMUM SUM OF CRITICAL VOLUMES CAPACI?Y LEVEL I I VB ?B = 47 187 I I SB TB = 358 443 I I ------------------------------- -------------- I OR I I OR I I 0 TO 11200 UNDER I VB LT = 15 1 I SB LT = 20 i I 11201 TO 10400 NEAR I 1 E8 TB = 65 80 1 I 18 ?B = 483 503 I I > 11400 OVER I ----------------------------------------------------------------------------------------------------------------------------------� E -V CRITICAL 187 t N -S CRITICAL 503 = 690 STATUS? UNDER �► l q � �r._ SIGNALIZED INTERSECTIONS � l0 L U I L -D I ,eFF'c 9-81 L -x Is71A;6 G Lcrlt PLANNING APPLICATION WORKSHEET j t! f TJ�rt 7 Date: % ! g o Intersection: US -� �%cl T , O L-�- Tune Period Analyst: t/ CkAnalyzed: pp Project Na.qd— osr City/State: -� l US SB TOTAL N S STREET 36� J �l 3s �. / WB TOTAL � os 303 TH STt2 a 7 &W STREET �► Flo 35- 1 EB TOTAL go I t� 4s 4 4. 631 NB TOTAL EB IT = — NB LT – 1 F MWAX(MUMl SUM OF CRITICAL CAPACITY WB TH = _ SB TH – — VOLUMES LEVEL WB IT = --- SB LT. — n 0 TO 1,200 UNDER OR 3 j OR 1,201 to 1,400 NEAR EB TH = —.-- NB TH --' — /--- 6.3� > 1,400 OVER gs' 31 = 1 I D STATUS? VNO}C E W CRITICAL N S CRITICAL 9-82 URBAN STREETS LANE DISTRIBUTION FOR SHARED LEFT/THRU LANES ON A MULTILANE APPROACH WITH PERNHTTED LEFT TURN LANES (OPTIONAL WORKSHEET) O O ® O ® © O O O ® 4 Vo LT Total Na of Equiv. Thru Vol. in Vol. in Opposing PCELr LT V Equiv. Volume Total Lanes on Volume Vehicles LT+TH ea. of the Volume PCE's (TH+RT) Approach Per Lane in LT+TH Lane Remaining (vph) Lane Lanes 0-199=1.1 200-599=2.0 600 —7993.0 ®x ® Off-® ®= ® ®—® ®+® —1.0 800 — 999 = 4.0 1,000 = 5.0 APPR. EB LT WB LT NB LT �3s J.0 !1D --2-70 3S" 16 s . 33 411 �3 SB LT L0 ems PLANNING APPLICATION WORKSHEET ---------------------------------------------------------------------------------------------------------------------------------- 1 SIPA (1985 HCM Signalized Intersections Planning Analysis) Version 2.0 I I--------------------------- ---------------------------- -------- ---------- ----- ------------------- ----------- ---------------------- I I INTERSECTION: US 1/CR 510 DATE: 7/19/90 I i ANALYST: J. Bucholz TIME PERIOD AHALYiBD: PH Peat Hour 1 I PROJECT: 90-055, Vickers Grove CITY/STATE: Sebastian, Florida I 1 OTHER PROJECT INFORMA?ION: 1991 No -Build Traffic, Existing Geometry I i----------------------------------------------------------------------------------------------------------------------------------I I SB TOTAL 770 I I 130 " VB I I 275 275 220 i "--- TOTAL H i I ! I I I I I I I 120 (---- 325 ! v--> I t ---I I l I 75 v •-=-• i 35 515 220 1 35 v I 1 1 ! I-------------------------------- 240 v ' ->-------------------------------- I I 130 1 I I i I 120 (------------- i 325) I I i 333 i I v I I i 75) I 75 I i I i I I I l I N -S STREET: US 1 I I E -V STREET: CR 510 (Eabasso Road) I ! I I 1 I I I I � I I - i I I 1 I I I 80 1 I 140 •-------- --> 60 I i 60 ------------, I v l I------------------ ------------ --, <-. 318 .-------------------------------- I I " 80 I I 55 / 210 690 55 I ----" I i I I---> I <--, " I 200 ----> 60 SB I ?OYU v 60 I 210 372 373 I NB TOTAL 955 1 I---------------- ----------------------- ----------------------------- -------------- -------------- ----------- ------------ ----------- I ----------------------------, ,----------------------------, ,----------------------------------------------------- I I EB L? = 80 I I HB LT = 210 I I MAXIMUM SUM OF CRITICAL VOLUMES CAPACITY LEVEL I I VB TO = 333 413 I i SB TO = 275 485 I I ----------------------- -------- -------------- I I OR I I' OR I 1 0 TO 11200 UNDER I i NB L? = 75 i I SB LT = 220 I I 11201 TO 11400 NEAR I I BB TH = 60 135 I I NB TO = 373 593 I I > 11400 OVER ! ------------------------ ----- -------------------------------- ------------------------------ ---------------------------- -----------� E -V CRITICAL 413 t 1-3 CRITICAL 593 - 1006 STATUS? UNDER PLANNING APPLICATION WORR3HIRT L2 ----------•-----------------------------------------------------------------------------------------------------------------------, i SIPI (1985 BCM Signalized Intersections Planning Inalysis) Version 1.0 I i----------------------------------------------------------------------------------------------------------------------------------I I INIBRSBCTION: US 1/CR 512 DUE: 7/10/90 I - i INILIM J. Buck6olz TIME PERIOD MILTUD: PM Peat Boar I ! PROJECT: 90-055, Vickers Grove CITY/STITE: Sebastian, Florida I I OTHER PROJECT 11FORMITION: 1991 Build Traffic, Existing Geonetry I 1----------------------------------------------------------------------------------------------------------------------------------1 i SB TOTIL 805 ! I 10 VB I 398 397 10 I "--- TOM N I I I I I I I I I ! 50 <---- 85 25 ! 205 590 10 / 205 v I I 1 I I--------------------- 193 v '-> f--------------------------------1 I 10 I I 1 1 50 (--t---------- ( 85) i 1 1 110 I I v I 25) i 0 I i I N -S SIRE": US 1 I 1 I { I i B -V STREET: CR 512 (Fellsnere Road) I 1 I . I I 200 I I - ! ( 225) " I ! I 483 I I I ( 460) ----------t--> 40 1 i � I I { I 195 I 1--------------------------------, l-. 433 .--------------------------------I 1 " 225 1 I " 20 / 380 885 20 I ! 460 ----> 40 I BB ----. I TOTIL v 195 I---------------------- ft -ft ---- ------------ { ------------------------------------------------------------- 380 452 453 I NB TOM 1285 I ------------ ---------------- ----------------- -----------, I BB LI = 200 I ,----------------------------, 1 NB LT = 380 I SM -ft ---- ftft ----------------------- ft --m ---- ft ------------ { MIIIMUM SUM OF CRITICIL VOLUMES CIPICITI LEVEL I I VB TB = 110 310 i I SB TO = 398 778 I i ------ ------------- ------------ -------------- 1 OR I I OR ! I 0 TO 11200 UNDER I I VB LT = 0 I I SB LT 2 10 I ! 11201 TO 1,400 NBIR i I EB TB = 483 483 I I NB TB = 453 463 I I > 10400 OVER I ------- ---------------------------------------------- ------------ -----------------------------------------------------------------� E -V CRITICIL 483 t N -S CRITICIL 778 = 1261 STITUS2 NBIR L2 PLANNING APPLICATION WORKSHEET ----------------------------------------------------------------------------------------------------------------------------------, I SIPA (1985 BCM Signalized Intersections Planning Analysis) Version 2.0 I ---------------- -------------------------- ---------------- I I-------------------------------- --------- ---- I INTERSECTION: US 1/Scbuman Dr. --------------------------- DATE: 7/10/90 I ,ltN - I ANALIST: J. Buckbolz TIME PERIOD ANALYZED: PM Peat Hoar 1 1 PROJECT: 90-055, Vickers Grove CITY/STATE: Sebastian, Florida I I OTHER PROJECT INFORMATION: 1991 Build Traffic, Existing Geontry I ----------------------------------------------------- I 1---------------------------------------------------------------------------- ! SB TOTAL 925 I I 25 VB I 170 368 367 20 I "--- TOTAL N I I I I I I I I i I I 5 c---- 45 SAO I I I I 1 I v I I I I . 15 v •-=-• ! 170 735 10 i-------------------------------- (- v v -> --------------------------------1 ! 15 I - I I I ! I I 5 c --f---------- ( 45) i i 1 47 I I v I I ( 15) I 1 I i l I I I 1-s STREET: us 1 I I I � _ l I I B -V STREBI: Schuman Drive I I ! � I I I I I I I I I 1 " 1 220 ------------" i l I 90 ------------- > 10 I - 1 v so I I ------------------------ --------- ------------------------------- I 220 I I I I / 90 1005 15 I I 310 ----> 10 ! I I I I I 1 1 1 I BE ----. ! TOTAL v 80 I I----------------------------------------------------------------------------------------------------------------------------------i 90 502 503 15 I NB TOTAL 1110 I i----------------------------, *--w --------------------- 1 BB LT = 220 I I 1B LT = 90 I ,----------------------------------------------------- l I MAXIMUM SUN Of CRITICAL VOLUMES CAPACITY LEVEL ! I VB TB = 47 267 I I SB TO = 368 458 I 1 ------------------------------- -------------- 1 l OR I I OR 1 I 0 TO 11200 UNDER I I VB LT = 15 1 I S1 LI = 20 I I 11201 TO 1,400 NEAR 1 ! BB TB = 90 105 I I 1B TB = 503 523 I I > 11400 OVER I ------------------ -------- --------------------- -------------- -------- -------------------------------------------------------------� B -N CRITICAL 267 t 1-S CRITICAL 523 - 790 STATUS? UNDER SIGNALI= T;N'IgRSECTIONS (qar `VItD 5RA,FF) L 9-81 EX157-IIUG rlkorrE72Y --6o + Toff FrW CRITICAL N -S CRITICAL 116 z swus? M m PLANNING APPLICATION WORKSHEET ��- us I T4 fne CF7 Date: I1S1Qo �ysr S, R u _ k Na L� Time Period Analyzed:—� 1 p 4k Hftk Project Na 9 City/State• SB TML N -S STREET W6 3 t 390 S.. 9S •' WB'h UL 3 !S �3 1 Ti4 �Tkt-Z7 E -W srREEr 466 Q4o _ Bs �o2AL 3LS 10 QS 373 70�, . M nom EB Ll 1V D Ll 3 WB TH — SB TH = 3 �D SVM OF CR CAL CAFACrrY VOLUMES LEVEL F-7 WB LT . SB LT = —lL_ 0 M 1,2.00 UNDER EB TH OR NB TH 3 7 OR 1,201 to 1,400 NEAR F7 071 1 1 > 1,400 OVER1 --6o + Toff FrW CRITICAL N -S CRITICAL 116 z swus? M m rd 0 eft, emn 9-82 URBAN STREE73 LANE DISTRIBUTION FOR SHARED LEFT/THRU LANES ON A MULTILANE APPROACH WITH PERMITIED LEFT TURN LANES (OPTIONAL WORKSHEET) O O O O ® © O O O ® p VO LT Total Na of Equiv. Thrn Vol. in Vol. in Opposing P LT VLT Equiv. Volume Tom Lanes on Volume Vehicles LT+TH ea. of the Volume PCPs UH+� Approach Nr Lane in LT+TH Lane (mph) Lane Lanes 0-199=1.1 200 — 599 = 2.0 600-799=3.0 ®x® 0+6®=® ®—® ®+® ®� —1.0 800 — 999 = 4.0 2w- 1,000 = 5.0 APPR. EB LT LT LT V0 3,0 i ,�,� 9 40S f 03 ')"?B -373 o2 SB LT Ms PLANNING APPLICATION WORKSHEET ---------------------------------------------------------------------------------------------------------------------------------- i SIM (1985 BCM Signalized Intersections Planning Analysis) Version 2.0 I t-------------------------------------------------- ------------- ---------- —-------- ------------ ------------------------------------ i I INTERSECTION: US 1/C8 $10 DATE: 7/10/90 I I ANALYST: J. Buckbolz TIME PERIOD ANALYZED: PM Peak Boar I i PROJECT: 90-055, Vickers Grove CITY/STATR: Sebastian, Florida I ! OTHER PROJECT INFORMATION: 1991 Build Traffic, Existing Geonetry i I----------------------------------------------------------------------------------------------------------------------------------I I SB TOTAL 930 1 I 135 VB I I I 320 320 290 I "--- TOTAL N I I I I I I I I i 1 120 (---- 330 t I I I I I I I I .•-- :: I I (-- v 1--> i(--- I I I I 75 v I 10 600 290 / 40 v !------- --------- ---------------- 280 v 1—) -------------------------------- i 1 135 I I I I I I i 120 (--f---------- ( 330) I I I 338 I I v ! ! ( 75) I I 75 I I I I I t I I I 1 N -S STREET: US I ! ! 8-E STREET: CR 510 (Nabasso Road) I I I I I I I I I I ! I I I I I I I " 85 I I 145 ----------"--> 60 i t 60 ------------. I v I--------------------------------, (-. 343 .--------------------------------I I 8s 1 I 1 55 / 210 740 55 i I 205 ----> 60 I I I! I t l! I t RB ----. I TOTAL v 60 I 210 397 398 ! NB TOTAL 1005 I !---------------------------------------------------------------------------------------------------------------------------------- I i ---------------------------- ---------------------------- ----------------------------------------------------- . . I BB LT = 85 I I 1B LT = 210 I I MIKE SUM OF CRITICAL VOLUMES CAPACITY LEVEL ! I EB TB = 338 823 I I SB TB = 320 530 ! !--------------------------------------------- ! I OR I I OR I I 0 TO 11200 UNDER i I N LT = 75 I ! SB LT = 290 I I 11201 TO 11400 NEAR ! I EB TN = 60 135 1 1 18 TN = 398 688 I I > 11400 OVER I ------------------ --------------------- ---------------------------------- ------------------------------------- -------------------� E -N CRITICAL 423 f N -S CRITICAL 688 2 1111 STATUS? WDRR M) ALPPENDI X F n MA= NL I NE CAPAG= TY AN2%Jr-,YS Z S n e-f:a '�:.�- vw� • t' ►:. \ i� !.I u► l� K � }' k�. \ 1� I•>>I�tl�f�-t ! u� \ :..► • 'r:,�- �.: .�s, . �• fi+..� 8 b000re thst;4a e�aYaad la�eeceeslao. porde �WAZ and wtlbbpeleeae cWUMMUlbanom oe.+♦ m a7s.la,.u.d taaer..�es peemtkid e"► Lam/ L � lassid�eos A nr w c- D s A a c D s 20bft _ _ — no SO 2 L%dlr. 740 1310 so M t#IO 4DM. _ — _ I.M0 LM LtaO I.M L790 LSto LOW 6Db. _ _ _ Z 4W 2.780 S 2rBD X10 290 2680 1m petdd GmW s Q.M m is.W.ry. d toteaoc11IAN EMMW M tod Cs A 8 awD s 2 Undlr. 400 740 790 M 870 4DIst LM L010 L®0 L700 IJW Gift LM 2AW 2= 2.tn0 2770 C L t3es� C (i.e m Zs at�at�ed tataser�tms per mia A � � D�tlsd Iadaisatos IP s c D s s am 7w am eeo ZU� _ . _ , 4Dlr. ' 1.7300 _ L SEAL � � D as taasm�oo.re*� Drdhd >�d - A" 9" c D S • 2Uder. — — aw 740 aw 4DIti — LOW LM LM — sDtR L®0 2JUO 2 _. x20 — Qe� s tse e•4a at�aiissd taoeesectloospeede� t� Dtrd•d roc- a°Q �' Ap e- D g 2Udlr. — _ _ wo 790 40k _ — L430 elft 2j= Deem! 6maw than 4.5 apstbed pesmds C' aesd mtwltlab pemssTdgbuxom cenaW bux L dlaeleotdnsbaoredaes�aasmr00q A todafew r3 A" w c- D g s 2Uadlr. — — — 1.a L7W 740 GDALUIL II _ _ _ LM Uw fi+..� 8 b000re thst;4a e�aYaad la�eeceeslao. porde and wtlbbpeleeae cWUMMUlbanom C e"► L L � lassid�eos A nr w c- D s s 20bft _ _ — no SO is 4DM. _ — _ I.M0 LM 6Db. _ _ _ Z 4W 2.780 usA4f t 3 s !) ho l s ih 4,1 P -A i`ki . 3-1 � — r O's }rIS f YNl��Q G Roup A g,2 `Tl6erc A,-eeJ •how- v o l t wes 0-1- less AP, lao pivivee- WS A . Schyyhann ,�-, — 2 la"( C�llecl�lr dvtitt ow- vvlv6Met oo le -.ss 4aln *10 p��t��� = . Cern 875S.P4lt_ DIVWWj U=jvw f D fuer cor�apaods,os NW—.W aetsrsist.dume tadiascd pe:oo3q tao•e Itedln: Idltsea Hs1s ihctsr Tw W" COIi wCT MRS AIM LOCAL STEFETs . W�attaed latasoctlon aaaigatai 2 Drrlded yes ♦ sK t� k` 8• tcsd CD g 2 Uad vi" no -106 Maid Uadhd" yes - 5% z 4W M 7W Ltaft Undbl" NO - 4 LMD MW — _ _ 1.30 2.00 2.170 Z!s tebls Mos bot o• a and ebos:id ba usod ons bei and d model a6 be used iw wnldoermmmctim . !• deeeR+d oboc�M bs and far naed !or mae specsss pisaysto� 1a- whees mode scoed ftchafgs" ebsi Vakm am aurs+sp do* mwzt m valsm Ebsoed an pock ho�s�arts�meel br filo ataerrtoe asd an fiesed an the IM Hidf tsaTCspoe Al a d and Fbelda teafC dms. RosdswlsmM umm thea do as�basd]saes shown oboafd bs t�atad as3 aa�s bya bsa e. The h tsbieaasamptloos and kwd ad eavow efeelaappaw as the back. • Cao otbe acbte*ed. �► A� rAd&Zkpoednsat49 ISM fMI1 I%JPPPlow n 2 X J� la-a� r-2) Is= My I Mt'@31 a if LEVEL OF NICE mAxDA r, VOLU�3 FOR FLORIDA'S URBAN (5,000+) AIMAS tvaW !ar use H+om Jeasntry 1890 thbwa& Dwmbw 19901 6WAYA�zasvAzs Lamas/ tiee� ♦ A m M75 slombo d lntarseeltons per modd Inddawin �► Voss/ A• 8'r C D a 2 Uedbr. nM�d.d Vrdar9a�a 4 DIP. LOBO LM 1.800 A 8 C D 1� Gre" Z PA eo 4.6 sWaltsed infused nes par mtid 740 7 00 0 90 1M0 1.790730 1.7990 1.®D I.00 2A00 2.010 2.W 2.8 0 9.900 2 Uadlr. Glow s OL76 to 13 domand . per m9d 4 DIr. Voss/ DMdod bm Laved BDV. 9.140 200 A H Cf� D iC OR=* O (Move than 43 dubbed Moeseaatlao. permlte 2 Voc r. 400 740 700 8m 870 sod 4 DIr. LOBO 1.610 1.880 1.700 1.860 dletrletd�as=o.ee900�00q 6Dr. LOW WO 2.590 2..610 9.770 C A L ureal C n.d to 9.3 alpsibed Inonoodlons per odd A IANW/ a 4Dr. r'"4 DMd4d Vrddaft"M 8 DIr. B D S S 2 Uadb. _ 360 730800 88s 4 DIr. _ 13W LOW,-. ' I = 1.810 . 8Db. _ 1.910 2A40 2.900 9.730 I &MV D Ree tD"sombeed talarseettoos per =9d Lamas/ Dbded Inddawin A• 8'r C D a 2 Uedbr. _ tab 740 SW 4 DIP. LOBO LM 1.800 8 DIr. 1.800 9.510 2.720 Gre" Z PA eo 4.6 sWaltsed infused nes par mtid Voss/ DM" LoRid9enloa a A" 8" C" D S 2 Uadlr. — — — 870 790 4 DIr. _ 1.430 1.740 BDV. 9.140 200 GrQW ! boot than 44 d oshood Mtereelcums, per rode C dho�amto�iar L _ DNrt3d V�ddson� a A~ Vs C" D ht a aro 790 4 DIr. 1.990 1.740 _ 1.800 2.980 II OR=* O (Move than 43 dubbed Moeseaatlao. permlte sod C r"q dletrletd�as=o.ee900�00q L DMdd lad COO atoa A AI!" w C" D >e a _ ' eo a 4Dr. _ _ _ 11Lm 8 DIr. — — — 2A60 2.760 III i 3 3-1 0' SG ROVIO 1 i trr " J •� ow v o l b vo Pf at /('SS A,, h 16,o pvdv(e- Lo s A . SChv , 2 tan( cellr(k -JivK4vtJ � 0 W vd1Vyhej 0o lids -{'non 410P 4vlc L� G . �grsj Pass�6tcj DIVIDED/ UNDIMED ADJUSTMEWW fuer oorrespoedlai bno-wa7 aetarlal.rtndkaftd percattl Taos l/edtan TATU a H*s Fbceoe 1W+0 -WA? BTREEI'� 2 Dbkbd Yes ♦ SK Tadea Laidd8arloe Z UndhWed no • 16K Alm H" C D S MWN Undtvfded Yes - ave Z _ _ • 410 SW 700 1i[uiM Undt.Idod 110 .2096 4 SW LM a _ I AD 2.170 IM table does ane aoa arse. a .e:arfasd and dwuld be used o be I ptarm appucaftme 'The aomputrs modals km hi .1 this table I. dssl sboeld bs used br man spreads olanimbw �doos. MW ttls and darlrlas oompe:ber modals sh Z not be used roe ao I&m or tawrac tion deslgt6 vbcm man rt& ed Wcbn pm cciaL Vahns. doe arer&v dx* trdsa mastamm vohnces **ad an peak bow vWumod br levels ad aerrfoa and ae bssed as the 1984 Ht &wa7 Capacity Manual and Florida tra D data. Roadways wttb mace tban tbs wnebw d lases dwws should be hemad oo a cads b7 ands basis. 'Ibe tsbWe top avabn aso mpoons sad lard d sawbe astberta appasr on the barb. • Cannot be sehk*od. �, Aotsat !!aelit Depatmeat et2lrimspeetadon. 10M ?M1