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HARMONY MARKET PUD - PRELIMINARY - 54-87B - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY
.• HAR'MOW MARKET SITE ACCESS STUDY FORT COLLINS, COLORADO I MA( RCH19s5' ) JEE fi i L I„) mil'?t wo(b Pi EM e0 Pi ® -iicM Prepared for : Pace Membership Warehouse Inc . 3350 Peoria Street Aurora, CO 80010 Prepared by: MATTHEW J. DELICH, P.E. 3413 Banyan Avenue • Loveland, Colorado 80538 Phone 303-669-2061 r EX.EC►JTIVE SUMMARY Harmony Market is a proposed cc'mrrierc i a.l use development 1 crated south of Harmony Road and west of Lemay Avenue in Fort Col l i ns. Colorado. This traffic impact study involved the steps of trLp generation , trip distribution , trip assignment , capacity analysis, traffic signal warrant analysis, traffic signal progression analysis, and accident analysis . t This study assessed the impacts of Harmony Market on the existing ( short range - 1990) and future ( long range - 2010) street system in the vicinity of the proposed development . As a result of this analysis, the following is concluded: - The development of Harmony Market is feasible from a traffic engineering standpoint .; At full development at proposed, approximately 21 ,000 trip ends wi 1 1 be generated at this site . Some of these. wi 1 1 be from -the background traffic t` 1P.'e dz,' '1p asViirr"•,1 ;r• t ,t� site The Face Membership l,1ar•ehouse will generate appr•ox i,mate l y 5,000 of the total daily trip �- Using the-ex r `f ng peak hour traffic vol Ume=., a signal is warranted at the Harmony/Boardwalk intersection . - By 1990 , given the existing traffic and proposed development of the Pace Warehouse store on the Harmony Market parcel , a traffic signal wi 1 1 be warranted at the Harmony- Boardwalk intersection, reenforc i ng the above stated need for this signal . This signalized intersection , as well as, the Harmony/Lemay signalized intersection , wi 11 operate acceptably in the short range condition .. 1 - At ful 1 development of Harmony Market and consider- able other development (Oak/Cottonwood Farm, Oak Ridge POD , etc , ) in this part of Fort Collins, traffic signals Will likely be warranted at Lemay/oaks• i dge . - Signals at all the above new locations can fit into signal progression schemes along both Harmony and Lemay. { - Wi th the recommended control and geornetrics, intersections will operate acceptably during most of the day. Some _.top =.i gn controlled left turns wi 1 1 operate at unacceptable level of service conditions during one peak hour , but this condition does not warrant improvement . - With proper traffic control and geometric=., the accident rate should be minimal for an urban condition . L This traffic study does not address the specific access requirements for other parcels in the Oak/Cottonwood Farm Master Plan area or intermediate development of Harmony L • y Market_ . As specific parce It are. deve10 ed, a short technical memorandum shou 1 d be prepared anal yz i ng these spec if i c access requ i remen is and how the propa=_.ed use f i te i n to the overal 1 deve l opmen t scheme of Harmony Market . I r • • • • • • • i I I L I L I . INTRODUCTION This site access study addresses the capacity, geometric, and control requirements at and near a proposed development known hereinafter as Harmony Market . It is located south of Harmony Road and west of Lemay Avenue in Fort Collins , Colorado. This study addresses the traffic impacts at two levels of development : 1 ) a short range future V ( 1990) which includes the development of the Pace Membership l'Jarehous_:e. portion of the site , and 2) a long range future (2010) with ful 1 development of the Harmony Market parcel (48 . 1 acres) . During the course of the analysis , numerous contacts were made with the project planning consultant (Va.ugh t*Frye Architects) and the Fort Collins Traffic Engineering Department . This study conforms to the format set forth in the Fort Collins Traffic Impact Study Guidelines. The study involved the fol 1 owi ng steps : - Collect physical , traffic and development data. - Perform trip generation , trip distribution , and trip assignment .- Determine peak hour traffic volumes. - Conduct capacity and operational level of service anal yses on key intersections, - Analyze signal warrants . - Analyze Signal progression . Analyze potential changes in accidents and safety cc'ns i der•at i ons. II . EXISTING CONDITIONS The location of Harmony Market is shown in Figure 1 . Since the impact `in the short range , as well as, the long range is of concern , it is important that a thorough understanding of the existing conditions be presented. Land Use Over the past ten years, the City of Fort Col l i ns has annexed considerable undeveloped land south of Harmony Road. This. land is prime development land. Some of this land has been developed, but vast tracts are largely agricultural in nature . Except for the strip developments along U.S. 287 (College Avenue) , the most notable developments south of Harmony Road are the Southridge Greens PUG, which includes residential uses along with a semi -public golf course,, and �- Oak Ridge PUG, an industrial/office park and residential uses. Southridge Greens PUD lies to the south of the Oak Ridge PUD. Primary access to Southridge Greens is via Lemay Avenue . 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Trilby • ,i.' E/i so, f • )" 1 I • I CcJrneE 91 �... :„....:,, T— — -- --- e9v f 1• ( 11 L • ,, i . _ ,..: • l i l C• i I :, : . . ,f. 14,1 --- --. ... .: : • i, . .„, is8eo elk I66 / • I' tk , _.Rrdwri !lens? e 11 °y �`Lrrlrr (18 1 . ,�'17 F 16 •r� I 15 • 1 1 . ' ,, ..,... „•, 13 . . _ ` o <c �I �, ll .• • I V ' ' ( BM • r ` /) --- l'lake) _ - 'Th / 1 • \�1 Ili 502d ` erlmoti(1 l� - • I.— SITE LOCATION FIGURE 1 r both Lemay Avenue and Harmony Road. The center of Fort Besides the Oak Ridge PUD to the east of Harmony Market , the adjacent land uses are as follows : 1 ) to the west is an estabt i shed residential development (Fairway Estates) , .2) to the north is an established residential area with some vacant land near the Harmony/Boardwalk intersection , and 3) to the south are agricultural uses with a church and psychiatric hospital under construct on) . The topography in the area is essentially flat . The most significant grade changes occur to the south , entering the valley created by Fossil Creek . Road=. The primary roads and streets near Harmony Market are shown in Figure 2. Harmony Road (State Highway 68) borders Harmony Market on the nnr.th . It is an east-west street designated as a major arterial on the Fort Coll ins Master Street Plan . It has a rural cross section with two 12 foot lanes in each direction with a center grass median . The center median is paved west of Boardwalk . Turn lanes exist at a number of intersection_ along Harmony Road. The posted speed limit is 35-45 mph between College and BoardWal k , and 55 mph from Boardwalk to I -25, except approaching signalized intersections. Sight distance is generally not a problem along Harmony Road. Currently, signalized intersections along Harmony are at College , Lemay, and Timberline . It is expected that in the future , signals wi11 be warranted at : Harmony/Boardwalk , Harmony/McMurray , and Harmony/CR 9. Signal warrants at some of these intersections wi l l be addressed later in this report . In the future , Harmony Road is expected to be a six lane street according to the Fort Coll ins , Ma_ter Street Plan . In later analyses in this report , the short range ( 1950) assumes current geomet:rics on Harmony Road, while the long range (2010) assumes the six lane geome tr• i c s: along Harmony. Lemay Avenue borders Harmony Market on the east . It is a north-south street designated as an arterial on the Fort Collins Master Street Plan. Adjacent to Harmony Market , Lemay is improved to its four lane plus turn lane curb to curb width . However , there i s no def i n i t i ve striping at this time . The widened Lemay is from Harmony on the north through Rule on the. south . It is expected that exclusive turn lanes wi l 1 be incorporated along Lemay at appropriate locations. North of Harmony Road, Lemay is improved as a four lane Street to Hc_'rsetooth Road. At this location, a signalized T intersection exists. It is expected that Lemay Avenue will b_e posted at 35-40 mph . Boardwalk is a collector street which connects College Avenue to Harmony Road. It primarily serves the existing L 2 °O" tO 4 •r S HARMONY ROAD w m y SITE g w A OAKRIDGE DRIVE i z i PRIMARY STREETS FIGURE 2 o 46. * S PP cA 75 (19$3) 7� HARMONY N �`81030983) aoFiEF'3) › Moil (OM 4 f 2 w L of ar ,,,., L_ LP N ,, 11 N i L L L RECENT DAILY TRAFFIC COUNTS FIGURE 3 residential area north of Harmony Road and also acts as a recirculation street in this are._. of Fort Col 1 i ri ?. . E:.xi _.tino Traffic Dai1y 'tr•affic flow is shown in Figure 3. These are machine counted volumes conducted by the Colorado Department of Highways in the fall of 1983 for Harmony Road and by the City of Fort Collins in the fall of 1988 for Lemay Avenue . In addition to the daily count data, morning and afternoon peak hour traffic data were obtained in January and February 1959 at Lemay./Oakr i doe and Harmony/Boardwalk . At the Harmony/Lemay intersection , counts were suppled by the City taken on May 14 , 1933. The Ma;. 1988 peak hour- traffic counts are comparable to the. 1 89 peak hour counts. The peak hour turning movements are shown in Figure 4. All raw traffic data are presented in Appendix A. Existing Operation The peak hour operation using the volumes shown in Figure 4 is shown in Table 1 . Calculation forms for these analyses are provided in Appendix B. Appendix C describes level of service for uns.igoalized and signalized intersec- tions from the 1985 Highway Capacity Manual . The movements that currently experience operational problems are the left- turning vehicles exiting Boardwalk from the north of Harmony Road. The left-turn movement operates at level of service F during both peak hours. Since Harmony Road has a substantial median , left-turning traffic moved across the approach from the left on Harmony Road when an adequate gap was available and stopped in the median area. Then , when an adequate gap was available in the traffic approaching from the right on Harmony Road, the Vehicle proceeded to enter Harmony comple- ting the left turn . There are potential safety concerns with this type of maneuver . However , there were no apparent problems on the observation day . The unacceptable operation- al level of service it caused by the background volumes on Harmony Road. The Harmony/Boardwalk intersection was evaluated for signals using the references shown in Appendix D. Based upon the peak hour warrants, traffic signals are warranted at this intersection at the present time . III . PROPOSED DEVELOPMENT Harmony Market PUG is a proposed commercial use develop- ment located south of Harmony Road and west of Lemay Avenue in Fort Collins. It will include primarily retail uses. Figure 5 shot,.1s a schematic of the site plan of Harmony Market . As indicated earlier , two levels of analysis were 3 l . 1 t � a • -9 Oct cf. N bids� - 39/I21 I i �—90/141 -45Q�/a144 519/904 HARMONY 1(--25/50 70/67-- /f 39/1 9 —� �9Z/Sa3 12i5/41o2 53/44 — c yr C4 6 uJ rr- 0/6 t ( OAKRIDGE AM/PM 1988 / 89 PEAK HOUR TRAFFIC FIGURE 4 ITable 1 - I1989 Peak Hour Operation Operation Inter=_.ecti-on AM PM Harmony./Lemay ( Signal ) A (0 .44) A (0 .48) 1 Harmony/Eoardwal k (Stop Sign) SEA L F F 3 SB P. A A El; L A G ( Signal ) A (0 .34) A (0 . 32) Lem. .y/0akr i ,sae ►AB L A A WE R.`T A A ECG L A A ES R/T A A NB L A A SEA L A A i 1 Table 2 LTrip Generation Daily A.M. Peak P .M. Peak Land Use Daily Trips Trips Trips Trips in out in out *Pace - 100 KSF 4970 30 20 190 190 Remain i rig 325. 1 KSF 16160 9S 65 618 618 Total 21130 128 85 808 808 l__ i 1 L ' t . . el LEMAY AVENUE i :i DI 4 i , . . 4-0; 7 CC 0 4 a 1 0CC 4% 71\ 1 :, I f DI 1 1 se.4\\ 1 1 11 I 0 9. 4 1 1 z ® ' cr 4 ir___ tacti t_ i , . 1//: I / /.. o �i Nor 1 • . - - :7-',/ 4 •Acc 1 A1 / ti_ I ..._ A RIVE ._ BOARD-WALK SITE PLAN FIGURE 5 'r L ( performed: the short range ( 19=0) which includes all or pc. , _ of the asterisked : _ : _ in T._._: , _ L , .eri d the l _rsa t range ( 2010 ) which includes full development of Harmony Market . The =.tree t €ystem in the area in the short range was assumed to consist of the streets as the>' currently exist and the extension of Boardwalk south of Harmony Road to the - access to the Pace Warehouse store . In the year 2010 , at i full development of Harmony Market , the street system Was assumed to be what is indicated in the Fort Collins Master with appropriate additions . The long range ( 2010) street system in the Harmony Market area is shown schemati - cally in Figure 5. All intersections were assumed to be full turn intersections. The long range analysis also assumed I build out of the land to the south of Harmony Market , in general accordance wi th the 0ak/Cottonwood Farm Master Plan , and build out of Oak Ridge PUD to the east . Trip Generation fTrip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information was prepared by the Institute of Transportation Engineers in 1 -'76 , updated i n 1927, and was used to project trips that would be generated by the proposed uses at this si to . Table 2 shows the expected trip generation on a daily and peak hour 1 basis . The land use type from the ITE Trip Generation Manual chosen for Harmony Market was 400 ,000-500 ,000 square foot shopping center . Included in the approximately 21 ,000 vehicle trips generated on an average weekday are the 70-80 , trucks which will service the needs of the proposed retail uses. A vehicle trip is defined as having either an origin t._ or destination at the site . In order to determine a level of other traffic that would 1 i ke l y use Lemay Avenue near Harmony Market PUD, it was 1 asumed that by 1990 (short range) , background traffic would increase at 2 percent per year . In the long range (2010) , it was assumed that background traffic would increase as reflected in the North Front Range Corridor Study, and the Oak/Cottonwood Farm and Oak Ridge PUD would be developed. [ , Trip Distribution Two directional distributions were determined for Harmony Market . The short range and long range distributions t_ included a distribution for Harmony Market using residential uses as the variable . The distribution was performed by i obtaining where the dwelling unit locations were , by Traffic Analysis Zone , and creating a gravity model . Data used in i 4 ( th i analysis !,.!.as obtained from the Fort Collins Planning } Department . The trip distributions are shown in Figure b. Trip Hs=. icnment 5 ' Trip lass i gnmen t is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process . Several land use generators such as shopping centers, v- ( fastc t i drive- in food) re�ta.urant=., er,� ice stations , convenience markets, and other support services (banks , etc . ) capture trips from the normal traffic passing by the site . For many of these trips, the stop at the site is a secondary part of a 1 i nked trip such as from work to shopping center to home . In al 1 of these cases, the driveway vol umes at the site are higher than the actual amount of traffic added tci the adjacent street system, since some of the site generated traffic was already counted in the adjacent street traffic . A pass-by factor of 20%* was applied to the newly generated shopping center trips . The procedure used to account for both pass-by traffic. and primary destination traffic is as follows: 1 - Estimate the trip generation rate as is currently done and determine the total number Of trips_ forecast to occur , based on the size of the development . Estimate the percentage of pass-by trips , and spl i t the ( total number Of trips into two components, one for pass-by trips and one for new trips. - Estimate the trip distributions for the two individual components_ . The distribution of pass-by trips must reflect the predominant commuting directions on adjacent and nearby roadway fac i l i t i es. Most peak per i od pass-by trips are an intermediate link in a work trip . - Conduct two separate trip assignments, one for pass-by trips and one for new trips . The distribution for pass-by trips wi l l require that trips be subtracted from some intersection approaches and added back in to others. Typically, this wi l l involve reducing through-roadway Volume; and increasing certain turning movements. This pa.s_:s-by factor was obtained by averaging pass-by factors_ from the following sources: 1 . Transportation En.gi:.n.ee_ri.nq Design Standards, City of Lakewood, June 1 5'85. 2. Development and Application o_f Trip Generation Rates, FHUJH/U'SDnT , January 1985. 3. "A Methodology for Consideration of Pass-by Trips in Traffic Impact Analyses for Shopping Centers, " Smith , S. , ITE Journal , August 1986, Pg. 37. L. ` 5 I Aink .- en 30% HARMONY Imo► t se a 101 IJOM INAL OAKRIDGE 0 l SHORT RANGE x i s f i 1. o tn ao• N ■ V.. { ZO% IS% ( HARMONY � 5 [ X ' 4 >- Q I 0 cc ESPIED w a J 0 1 m 5% t_ OAKRIDGE t_ 1 o L LONG RANGE L TRIP DISTRIBUTION FIGURE 6 :I { - Combine the assigned trips- to yield the total 1 ink l oa.di n(_7 . . and proceed with capacity analysis as normally done . Figure shows the short range morning peak its u assignment, a.hd the afternoon peak hour assignment of the Harmony Market generated traffic with background tr•aff i c* in the area. . Figure 8 shows the long range peak hour a:ss i gnmen t of the Harmony Market generated traffic wi th the background traffic in the area. } Traffic Projections. Daily traffic pr-ojections for the short range time period were obtained by factoring the peak hour assignment by 1/0 .09, Figure '? shows the expected daily traffic in this area bY 1990 Given the development as assumed in this report . For 20 yea.r projections (year 2.01n) , the usual source fcTr projections is the Traffic Flow Map as provided by the C:i t . However , the last Traffic Flow Map does not provide projections for this a.r-ea. of Fort Col l i ns.. Therefore , an eat ima.t i on was made of traffic in this area. by the year 2010 using the latest Traffic Flow Map , the North Front Range Corridor Study , and the knowledge of what has been occurring and what is expected tO occur in this area of Fort Col 1 I n'- These projections are shown in Figure 10 . Signal Warrants As a matter of po1 i cy, traffic signals are not installed at a.ny loratic'n unless warrants are met according to the Manual nni Uniform Traffic Control Devices . However , it is possible to determine whether traffic signal warrants are likely to be met bated upon estimated ADT and uti 1 izing the charts shown in Appendix D . Using the traffic volumes shown t_ in Figures 7 and 9, traffic signal warrants will be met at the Harmony/Boardwalk intersection . As mentioned earlier in this report , signal warrants have likely been met at this i n ter.._.ec t i on using only the existing traffic . { The -short range assignment assumed only development of the Pace Membership Warehouse bull ding. The remainder of the site is expected to be r•etai l , however, as of the date of this report no definitive proposals were put forth . The long range assignment and analysis covers a wide variety of uses on the remainder nder of this. parcel . As other portions of the Harmony Market parcel are proposed for development , Short addendum= to this traffic study, which address specific access and/or circulation concerns, can accompany these • l.. proposal submittals . 6 H I o _o 0 Oi N \ .09 S _\ 155/ISS �'- r a�Bo, I 1055/1100 I •s 535/1035 I. 1 15/105 HARMONY _ 1 3oJ55 75/70 —1‘1 45/I too 1010/705 — i 1045/595 11 10/55 __ O I90/145 � ,r O o ?- t- to d- I 4 LU CC m o PACE 190 L I AM/ PM SHORT RANGE PEAK HOUR TRAFFIC FIGURE 7 1( I y 'art '' Q 0 '` iO S�P m cn tp W t te . =135/220 N 8 M —120/350 I —Io3 /ZOb5 94o/I550 ,J c—3o00/21S HARMONY ) , 2Z0/Z40 105/IDD.=� ( 30/I(o0--\ I IS/ZSO � f� 1595/935 ( 1550/940 -0- I 150/105 � Q 0 0 190/Z05 So o 0b ,r r- i O N ►1 p \�0 �Nz � : N 20/225 1 4 J 1 �—5/�IOM35, f to 10/40 --/ NORTH 5-05o _ mom. —� ACCESS d m. r 30/IIS 5/20 O N J".s p ) IIOM. O cJ HARMONY 1 L 10/35 s MARKET . Isiqo —/ _. �_ 110M. ) l 5/50 i c /� /5 10/140 —� cs•0 O t I SOUTH ACCESS 9 9 LP �Y 0 TO li‘ tl a ?Ti N r pl -7o 2 ,-.I ..L-aS s 9 e --505260 � � �— s N 45/BO 80 I00 10/65 / . / 4 —315/155f 1 L /�—4O/155 I5/5 �e ) 1 ( OAKRIDGE 5/to _ / 25/140 �`' 5/5 i to/Z —' 70/50 -II" t 5/5 0 ill o 20/coD ' o \ —� o N p ZC S O O � ►P AM/ PM L L L LONG RANGE PEAK HOUR TRAFFIC FIGURE 8 r 1 c o 0 N - In iol _ , _ _ } rl iiAai UNY _`' Se 1 -8 g ' tI` c, >- 4 O 4 0 O 2 m cr co J 3100 1 - OAKRIDGE I s i i SHORT RANGE DAILY TRAFFIC FIGURE 9 o° Nt N HARMONY �9,o00 J t 00 Q [ 0- ix ® 01 lc W m O N 5200 _ noo O AKRIDGE L L L LONG RANGE DAILY TRAFFIC FIGURE 10 Using the daily traffic volumes shown in Figure 10 and t r a.f f i c s i r r,a.1 warrants will also be met at the L e m a..>! - f,a:N: ridge intersection . In the Oak Ridge PUD Site Acces=. Study , other nearby i r, ter_.ec t i on-_. were al =_•o eva.l u.a.ted for traffic S_. i gn-a.l s. Both Harmony and Lema.y were analyzed 1 regarding signal progression and wi l l be di scu=_._:ed later in this report . All interior intersections were: assumed to have stopsign control . Signal Progression Signal progression was evaluated prior to i n terseC t i on opera.t i cinal analysis in order to determine if any of the i gna.l =. anticipated should not be considered from a progression viewpoint. Signal progression was only evaluated for the long range condition On both Harmony and Lema.y . Along With the warranted signal at Harmony/Boardwalk , as • shown earlier in this report , signals were assumed to exist at Harmony/College (existing signal ) , ;.t Harmony/McMurray ( from the Oak Ridge Study) , at Harmony/Lemay ( existing signal ) , and at Harmony/Timberline ( existing signal ) . The technique used in this analysis was a. computer progr.a.m called Signal Progression Analysis (SPAN) prepared by the I n, itier=. ity of Florida Transportation Research Center . Its main functions include : - Interactive entry of arterial system data. -- - Display a time location diagram Which provides graphical representation of the quality of arterial progression . on . - Printing of a time-space diagram to shot" the quality of progression . - Optimization, of signal offsets for arterial pra- gr•essior, . The program inputs are : - Intersection, location - Cycle length Phasing - Offsets Speed Any or all of these inputs can be changed iteratively in achieving the optimal progression . • L. 'S i nce Harmony Road is also a state highway, criteria from the State Hi ghw,a.y Access Code and at developed in the Harmony Road Access Control Plan were used at intersections where signals did. hot currently exist , but were expected to t L be ._i gnal i zed . The signal progression along Harmony Road was l - Cycle length of 80-120 seconds . - Posted =_peed of 40-45 mph . Although the existing posst-ed speed is higher , the future speed is expected to be more appropriate to urban conditions . - Mainline (Harmony) 6./r Ratio College G/C = 1 .00 („Should not be included as part of Harmony progression east of College ) Boardwalk G:/C = n , ,gin Len.ay. I /r = 0 .50 McMurray G/C = 0 .50 Timberline G./C = 0 .50 - Green time on the cross street is greater than the 1 pedestrian crossing time of the mainline at 4 feet per second. - Maintain a 40 percent ( 30 percent minimum) green bandwidth on the mainline street . This is the cr i ter i s for a Category 3 Highway . If Harmony Road changes to a Category 4 Highway, the progression criterion become less restrictive . A number of cycle lengths along Harmony were examined. A cycle 1 engt!-h of 100 seconds and a travel speed of 40 mph t'•'a.=: selected as the best In an attempt to meet the above criteria and achieve balanced progression in each direction . The results_ of this progression analysis is shown in Appendix ( E. It shows_ that progression is possible along Harmony wi th ( a bandwidth in each direction of 2? seconds. However , there may be circumstances such that a wider. ( bandwidth may be preferred in one direction during one peak. hour . Appendix E also shows a Harmony pr•ogr•ess i bn analysis utilizing a variable speed along Harmony!, a Wider bandwidth in the eastbound direction in the morning, and a wider bandwidth in the westbound direction in the of ternc'on peak t hour . Since traffic volumes indicate that traffic signals are l 1 i k:e l y to be warranted at Lemay/Oakr i dge , Lemay/Ru 1 e*, and Lemay./Keen l and* , a signal progression analysis was performed for Lemay Avenue . The intersection of Harmony/Lemay must serve as a given based upon the previous progression .anal :: . Therefore , the signal progression on Lemay Avenue was analyzed based Upon the following criteria : - Cycle length of 100 seconds. - Posted speed of 35-40 mph . From the Oak Ridge FIJD Site Access Study . • • L 8 • f • - Mainline (Lemay) G:'C ratio Oa.k:r• i d e 0/C = 0 .65 .and G:•`'C = 1 .00 with nn Rule 0./C = 0 .65 and G/C = 1 . 00 with no s•i anal Keeniand G. f = 0 . 65 The difference between the Harmony (0 C = 0 .50) at Lemay and the Lemay (G/C = 0 .35) at Harmony is allow- ance for left-turn movements . - Green time on the cross street is greater than the pedestrian crossing time of the mainline at 4 feet per Second. - Achieve the l ar•gesst possible bandwi dth along Lemay . A number of speeds were examined. Both at 35 mph and 40 mph , a bandwidth of : 0 seconds is attainable . Appendix F _.hc,,.:is the progression anal ys:i s for 40 mph . If the Cit:: of Fort Collins Traffic Engineering Department determines that traffic signals at both Lemay/ 0a.kridge and Lemay/Rule are not acceptable , an analysis w.?._.: performed to determine which street would provide the best progression along Lemay . The results of these progression analyses are also sheowr, in Appendix F . While the results _.hOw that a signal at either street can ach i eve good progression , a signal at 0a.k.ridge would pr-.o'.•iide the largest a bandwidth at 35 seconds. The s i anal at Oakr i dge IS expected l to be of a higher priority than the signal at Rule . The above pr••ngres•s i on analyses are presented to show that signals can fit along both Harmony and Lemay . Design progression analysis must be conducted on a regular basi t reflecting change in land use , speed, and other variables . ( Operations Analysis 1 ` Capacity analyses were performed or, key intersections adjacent to Harmony Market in both the short range and long ran' conditions. Internal intersections were evaluated only for the long range analysis. In the short range future , the internal intersections wi l l operate acceptably. Us.i ng the traffic volumes shown in Figure 7 and the existing geometries. , the intersections operate in the short range condition as indicated in Table 3. Ca.lcula.ticon forms for these analyses are provided in Appendix G. It is expected that all intersections will operate at acceptable levels ( level of service D or better) during both peak hours . Wi th signal control , the Harmony/Boardwalk intersection operates acceptably . . Using the traffic volumes shown in Figure 8 and recommended geometric_•, the intersections operate in the long range condition as indicated in Table 4 . Calculation forms L_ 9 - . � | Table 3 ` Short Range ( 1990) Peak Hour Operation ` Operation lntersectron LI 11 L-21 K ' K Harmony/Lemay (Signal ) B (D .57) B (0 . 63) Lemay/Oakrldge � WB L C B WB R/T A A ES L D C " EB R/T A A � ^ NB L A A SE L A A � Harmony/Boardwalk ( Signal ) A ( 0 .47) A (0 .51 ) 1 � ` � � ^ � - ` \ � \-- 2 \ ', r Table 4 I Long Range (2010) Peak Hour Operation Operation Intense:tiTOn AN F!|| . ( ! Harmonx2Lemax (Signal ) C (0 .77) E <0 .89> / Harmon) Board�alk ( Signal ) C (0 .6A) D (0 . 8a) Lema>ZOakridce (Signal ) A (0 .43) C ( 0 .74) { Lern,'Access EB L E F EB R`T D C ] WB L E F ! QB R/T C C NB L B C $ SB L A D Boardwalk/North Access EB LT/R B E ilB L C D QB R«T A A 1 NB L A A ! SB L . A A t Boardwalk/South Access { A A SB L A A Boardt;alk/Oakr | dge | EB L D D EB R/TB A NB L ` D C NB R/T A A NB L A A SB L A A tOakr | \§@/Access SB L©R A A . EB L . A A L Harmony/Right-in--Right-out EB R B C d • i for these analyses are provided in Appendix H. At the w:.wi l l be acceptable with the. exception cif the Harmony/Lemay intersection during the afternoon peak hour . This intersection wwwi l l be marginally into level of service E. Thi =. cnnditi n will likely last only a few minute=. ( 15-30) during the peak hour . The geometr• i cs. recommended for this i nter.'_•ect i cin are at the practical maximum. Alternative routes do exist into/out of both Harmony Market and Oak Ridge PUD through intersection.; which are less congested. All interior stop sign controlled intersections wi l l have acceptable peak hour operation , with the excep t i on of the Boardwalk/North Access and the Lemay/Access Intersections . Based upon the assignment shown in Figure B, the eastbound cx i t=_. during the afternoon peak hour at the Boardwalk/North Access intersection wi l l experience level of service E operation . Wh i 1 e un.ccept.a.bl e , there is 1 i t_t l e that can be done to improve this. This condition will likely last for only a few minutes ( 15-20) during the peak hour . Provision of a left-turn lane and a through/right-turn lane wi l l confine delays to only those vehicles desiring to turn 1-eft . At the Lemay/ Access intersection , some 1e':!el of =.er•vice E And F will be experienced during the peak hours for left-turn exits. from Harmony Market and from Oak Ridoe F'UD Parcel A. He"-..'ever , the traffic assigned to these movements do have alternative meant of egress which go through signalized intersections which operate acceptably . The operation _ described above is primarily caused by the through traffic nn Lemay and Boardwalk whirl, is not related directly to Harmony r Market . Figure 11 s.hc".. s a. schematic of the recommended Jt geometrics at each analyzed intersection under the long range conditions . Traffic will increase on Lemay Avenue and Timberline Road both north and south of Harmony Road over the next 10-20 years_. These inor'eases are caused development in the south part of Fort Col l i nss, of which Harmony Market is only a small pant . Lemay Avenue i '_ designated as an arterial and Timberline Road is designated as a major arterial on the Fort i_c of l i ns. Master Street Plan . Both fa.c i l i t i es will handle the anticipated traffic . Accident Analysis Since the existing development in this area it minimal and the proposed level cOpment=_. of Harmony Market and others wi l l significantly increase traffic volumes in the area, evaluation of current accidents was deemed not appropriate . The recommended control devices and geometrics should Lminimize vehicular conflicts and maximize vehicle separation . Therefore , the accident rate should be at its minimum for a typical urban condition . • 10 ;O W l m J / HARMONY MIL /-4= t rf NORTH ACCESS �-- HARMONY MARKET ) 4 f is fr SOUTH ACCESS OAKRLDGE_ _ ))1\j- - -/ ) 1/ L L LONG RANGE GEOMETRICS FIGURE 11 L I V. CONCLUSIONS This study assessed the impacts of Harmony Market on the e., i +. i ng ( short range - 19'=0) and future ( long range - 2010 ) street system in the icinity' of the proposed development . As a result bf this analysis, the following is concluded: - The development of Harmony Market is feasible from a traffic engineering standpoint . At full development as proposed,, approximately 21 ,000 trip ends_. wi 1 1 be generated at this site . Some of .these w i l l be from the background traffic already ping by this s.i to . The Pace McMber.=:hip Warehouse will generate approximately 5,000 of the total daily trip ends . - Using the existing peak hour traffic volumes, a signal is warranted at the Harmony/Boardwalk intersection . - By 1990 , given the existing traffic arid proposed development of the Face Warehouse store on the Harmony Market parcel , a traffic signal will be warranted at the Harmony/ Bc.ar•dwal k intersection , reenforc i ng the above stated need for this signal . This signalized intersection , as well as, the Harmony/Lemay signalized intersect i on , wi 1 1 operate acceptably in the short range condition . - At fu l l development of Harmony Market and consider- 1 able other development (Oak, Cottonwoad Farm, Oak Ridge FUC?, etc . ) in this part of Fort Collins, traffic signals will l i kel y be warranted at Lemay/Oak:r i dge . • - Signals at all the above new locations can fit into signal progression schemes along both Harmony and Lemay . = Wi th the recommended control and geometries, intersections wi'l 1 Operate acceptably during most of the day . Some stop sign controlled left turns will operate at unacceptable level of service conditions during one peak hour , but this condition does not warrant improvement . - With proper traffic control and geometr• i c_., the accident rate should be minimal for an urban condition . - This traffic study.; does not address the specific access requirements for other parcels in the Oak/Cottonwood Farm Master Flan ar•e.a or intermediate development of Harmony. Market . As specific parcels are developed, a short technical memorandum should be prepared analyzing these specific access requirements and how the proposed use fits into the overall development scheme of Harmony Market . • ( 11 APFPEF 11. I X A r j I I I L L 1__ N W L) m 2 v a W ► 2 a a -.0 .0a _ W �O � aaa CO -ea CO aaa a Da 1 VS #a#a .-1 7,-O a Y t i Y WS a #a #a### w O V1 4 N W V1 ££ aQ *CO. WW1 CC W C£ Q� CO i V) 1�a H xQ a 2 W6 a aaaaa$a*aaaa#***** Q VI £O 4 a: 14* i 2Z > 1 C2 . < W MQ 1 � N � aul Vb MWM.d. 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L97 IS Z.1 2. 32 0 ?_q- /'r) II _ .-.;o ,1 I 1 ¢T 34 I4r1 17 G r Z8S 14- 29 9 d 7'1 I S 1 7 I'.11• 7:4= !4 IR 1 3-4- ?rls2 173 Zog LI z,`t 46Z 1 434 `- I-'''I- 3 I. t.T 5 55 I S 135 1 573 Zo Z 2.0 Z Z Z- 3 7 Z 1 d- -7 1 I I I 71;-R'' f,-(pI io(DI l(,Z I f I(oZ _96 517 6o1 q9Z TO 96-2- 15 71 I I = g 1-t f 20 1' Z,� _ �4- I[ 3 7_4 34 3 Z 3C Z. I 0 19 I Io 1 J 4 -) I - I I(c I I L 31 ?I(. 247 !35. 13 14-k 5 5- 4 1 / 1 I -. 1<:O -1 a Ia % 35 2L1 Z`jG, 133 10 14 439 4-65 n I Z. -�s- I ��_2 I_ _._ Z 513 LSD ZZ I .1.3-/7 4/� f. N I I 3 4- �4- 3 ' /_'>C 2 710. - 135 I'1 .15 Z 4 Z g• 4 .2. ziC I ZF 1-1 Ik4- 2!6- 1(..,5lt( I83 39 f 142.Lo I . 4.1: '...J. to '(o_ IZ� 12-(o 141 (104. Io45 ,,g3 6,1 (a>O I6'f, I?ZI 1 i MATTHEW J. DELICH, P.E. 1 3413 BANYAN AVENUE LOVELAND,CO 80538 t TABULAR SUMMARY OF VEHICLE COUNTS Observer % Date p1A`' /4.' ay (�--/) City F^tT 0OL G/,r)S R= Right turn 1 5 a Straight INTERSECTION OF LE/�'At'V -- AND uAj�/.• ��t 7 L= Lett turn TIME - TOTAL i TOTAL TOTAL BEGINS from NORTH from SOUTH North from EAST from WEST East ALL R S I L Total I R S L I Total South R S L Total I R S I L I Total West `- -12-0 II x I R z'I 4-41111 I 5- (01 ZZ 1 i,,'', ..� el-91 ► 1 s7 Is 2041131 2 :I 2-1 9 I .3 :4 - i 7lar II11 19 3E1 4-31.`1 II I -ti.Z7 1 r,._I6. ?715lio- 11.2i-2741 7 1 ?41-II ?:LJ-11 4. 1- 730 III(0l_9 1"-:' "1 %o 114 1? 114.i 4.4.0 11 jojp lip .lp-Z. 1 f31 18 z471 : IZ6,011 -.3- 1 II 4?7 R4. t_ 745 IIZ Iz1 351 79 Ilo• 1Q 11=1 4-4- II IZ3 Its ►_. I ? II4? II:3IZo/0114-IZ3?II 7 %1 II i lroo 11 '7I2 f 371 $2IIl to li(ol 37 II 11 a1 Iif 13ZI3 114311ZUlz5-0II3I7.2311 QZ(= II 545 &I5- 11111 - 32 , •71_$: _I_(p_ 1.31.3- II (-1-I._ I1-3. 73I ..I 91 I?4I1i!'/.I 71 Zt4 I - 'n II 4-04 __II. 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C a U }`y^�� C ��Qj C � !ELQj� � 1� m 3 }a; L a °n .Ca u }v[+' E, a�qa C� a .°, Q�yj i ° S..E E E 2 0°Cr ' V► G Y C h- E V Y i 5 > •Li 'µ V $g.u. ; .61 I'.C;C t'� 5 17 i pm F' t R_ I t 4 v_.�V •R 9'u 5 1 ' L _= �'g`d':, a $ZI.5 `2S C e4r.4 4.5 g. 15 0 k Iv C t 'i .TTII aia ■ 8 ■ 5�.�°v $.n • GGGmu`> I I . . , • LEVEL OF SERVICE CRITERIA FUR r UNSIGNALIZED INTERSECTIONS 1 Level -of-service criteria for unsignalized intersec- tions are stated in very general terms, and are related to general delay ranges. Analysis for a stop- or- I yield-controlled intersection results in solutions for- the capacity of each lane on the minor approaches. The level -of-service criteria are then based on the reserve, or unused , capacity of the lane in question , expressed in passenger cars per hour (PCPH) . i i RESERVE CAPACITY LEVEL OF EXPECTED DELAY TO (PCPH) SERVICE MINOR STREET TRAFFIC 7 `400 A Little or no delay '- 700-:79 H Short traffic delays 200-2 9 C Average traffic delays 1 100-199 b Long traffic delays 0- 99 E Very long traffic delays * F * *When demand volume exceeds the capcity of the lane, e;t treme delays will be encountered with queui nq which may cause severe congestion affecting other traffic movements in the intersection. This condition usually warrants improvement to the intersection. i Reference: Highway Gapactty Manual-. Special Report 09. Transportation Research toard , Nation- al Research Council . Washington , L . C. 4 1985. L. • 1 FFEN1DI )< D I f 1_ IL r i. E* * o * s o0 ocn co cc 2 �w . s 2 5 Cl) > ¢�a y oo j ¢, z O IUI O I rni *1 . 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I- •n to a C ►—• (r) 0 0 0 0 •t-) L_ C) 0 •IL. 2 E E E E . Cd E. [ L_ in CC U tY W Q d CDL. L. L. [. L. C N 0 Z cm O 0 0 0 L. i IL.. d CC I-' rd J p.. = e- r- N N r- r N N 3 t9 cm- • C) C) C) C) r..•- N I CD aZ-4 ¢ I- .. L_1 L- L_ • oc o Lam.) N E 0 E E to W O L. L. 1- L. X Lai • cd '-7 0 0 0 0 CO O • I � oz Q Z LA- O r- N N .- r-- N N r I, T� • I 111Vt1UV11 I I 11JVt1UVI1 L . . 1 111='!=' Et----1D I X. U I I I L ' [ L • L L L MATTHEM J DELICH r-, ARTERIAL PROGRESSION DESIGN • RUN4 13Al-Aa1C6 D ROUTE: HARMONY '. r INTERSECTIONS: 5 CYCLE LENGTH: 100 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 2756c. RIGHT: 27SEG PERFORMANCE INDEX: 39 EFFICIENCY: 27j ATTAINABILITY: 56 INTERFERENCE: 18 NO. TIME-LOCATION DIAGRAM DISTANCE SPEED RIGHTBOUND ... READ DOWN LEFT RIGHT LEFT RIGHT 1 3270 0 40 40 2 X XXXXXXXXXXXXXXX 2020 3270 40 40 3 XX XXXXXXX XXXXXXXXXXX 2580 2020 40 40 4 XXXXXXXXXXXX XXXXXX<X 2620 2580 40 40 4 5 XXXXXXXXXXXXXX XXXXXX 0 2620 40 40 NO. OFFSET TIME-LOCATION DIAGRAM PHASE LENGTHS LEFTBOUND ... READ UP 12 3 4 5 6 7 8 1 0 100 2 57 XXXXXXXXXXXXXX XX 60 40 3 12 XXXXXXXXXX XXXXXXXXXX 50 50 4 62 XXXXXXX XXXXXXXXXXXXX 50 50 3 12 XY`'('< XXXXXXXXXXXXXXX 50 50 t TIME SPACE DIAGRAM IROUTE: HARMONY COMMENT: RUN4 CYCLE LENGTH 100 SECONDS: SCALE IINCH=40X OF CYCLE: I LINE= 262 FT i **************************-************.*************** *******Or**4******Iri***** I CDL:.EGE . . . / . i • . . [ : \ • \ C \ 3 L `� XX-XXXXXX)06' . -- XXXXXXXXXXX:*-- / tt�1:A -XXXXXXXXX----- , . L • • \ ,‘„ \.\ � • . /1: . . ‘• / :. \ / • k : . 4A4eMuiLRA.'1<XXXXXXXX ...._!---_' XXXXXXX)G XXX •�-- ---XXXXXXXXXXX*-•-----• . / is :\\ .5 i;ogGeL1 E �(X-jXXXXXXX-;0! - - Y.Y.. . XX/ HE?X -\ - ,---XXX)CXXXXX L ,/ \ L L MATTHEW J DELICH ARTERIAL PROGRESSION DEGIGN , • 1 RUN7 Am I?eAK- _ ROUTE.: HARMONY 's 1 INTERSECTIONS: 5 CYCLE LENGTH: 100 SYSTEM OFFSET: 0 ' BANDWIDTH LEFT: 22 See- RIGHT: 32 Sec PERFORMANCE INDEX: 38 1 EFFICIENCY: 277 ATTAINABILITY: 56 INTERFERENCE: 18 NO. .........TIME-LOCATION DIAGRAM DISTANCE SPEED - RIGHTBOUND ... READ DOWN LEFT RIGHT LEFT RIGHT 1 I 3270 0 40 40 2 XX XXXXXXXXXXXXXX 2020 3270 40 40 3 XXXXXXXXXX XXXXXXXXXX 2580 2020 40 40 4 XXXXXXXXXXXX XXXXXXXX 2620 2580 40 40 5 XXXXXXXXXXXXX XXXXXXX 0 2620 40 40 NO. OFFSET TIME-LOCATION DIAGRAM PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 8 I 1 0 100 2 60 XXXXX CCC(XXXXXX X 60 40 3 1.5 XXXX.`CIXXXXX XXXXXXXXX 50 50 4 62 XXXXXXX XXXXXXXXXXXXX 50 50 5 10 XXXX XXXXXXXXXXXXXXXX 50 50 I TIME SPACE DIAGRAM IROUTE: HARMONY COMMENT: RIJII7 CYCLE LENGTH 100 SECONDS: SCALE IINCH=40Y. OF CYCLE: 1 LINE= 262 FT 1 1 ***********:rig**************+******************.***********+:***4***:rye*r.*******4** I Coc1.GGT . 6, . : 7. 2 &^RDtWAr !tc .. , - ..7. — . • e 3 L&zi AK o•: —3ExXxx-X- L . . . . . • . . . . 4 Mel lURl1S161 XXXXX. - 1._ . LTE-44,.e... :„,..o:„.)1.)-0, _ _ A ********************* . L MATTHEW J DELICH ARTERIAL PROGRESSION DEGIGN RUNS pm PGA r- ROUTE: HARMONY -.( INTERSECTIONS: 5 CYCLE LENGTH: 100 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 32 SEc RIGHT: 22 See, PERFORMANCE INDEX: 38 iEFFICIENCY: 27 ,, ATTAINABILITY: 56 INTERFERENCE: 18 NO. TIME-LOCATION DIAGRAM DISTANCE SPEED RIGHTBOUJD ,.. READ DOWN LEFT RIGHT LEFT RIGHT 1 3270 0 40 40 2 XX XXXXXXXXXXXXXX 2020 3270 40 40 3 XXXXXXXXXXXX XXXXXXXX 2580 2020 40 40 4 X.XXXXXXXX:XXXXX XXXXX 2620 2580 40 40 .1 5 XXXXXXXXXXXXXXXXX XXX 0 2620 40 40 1 NO. OFFSET TIME-LOCATION DIAGRAM PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 8 1 0 100 2 60 XXXXXXXXXXXXX.XXX X 60 40 3 20 XXXXXXXXXXXX XXXXXXX 50 50 4 70 XXXXXXXXXX XXXXXXXXXX 50 50 5 20 XXXXXXXX XXXXXXXXXXXX 50 50 TIME SPACE DIAGRAM ROUTE: HARMONY COMMENT: RUNG CYCLE LENGTH 100 SECONDS: SCALE IINCH=40G OF CYCLE: 1 LINE= 262 FT 1 Cof.G.EGe • [ • I -2 Gl�ntbw3RtCetXXXXXX XXXXXXXX - -- —.—:..XXXXXXXXX. =—. 1. • t3 L4S XX R4J < „ 300EX4 '- - MY.XXXX.XX 3(XXXX• [ • • . : . • 4 MCMOIEVWXXXXXXXXXXX. . . XXXXXXXXXXXX • XXXXXXXXXXXX • L . �. • • 5//ry QlLlA16� ;3E3E39AEX?EX ,. ., XX..• XXXXXxX ************************************************* ***************************** L. L I F'FEN1DI ){ F r 2 I 7 I d I I L L L r ' MATTHEW J DELICH ARTERIAL PROGRESSION DEGIGN RUN2 ALL. ZNra'eSEGTPdNS - ROUTE: LEMAY S tbNAt_f Se Tz. INTERSECT I OHS: 4 CYCLE LENGTH: 100 SYSTEM OFFSET: 0 I BANDWIDTH LEFT: 30 Sam RIGHT: 30 Sec- PERFORMANCE INDEX: 38 EFFICIENCY: 30 .? ATTAINABILITY: 92 INTERFERENCE: 31 NO. TIME-LOCATION DIAGRAM DISTANCE SPEED RIGHTBOUND . READ DOWN LEFT RIGHT LEFT RIGHT 1 XXXX XXXXXXXXXXXXXXXXXXXXXX 950 0 40 40 2 XXXXXXXXXXXXXX 870 950 40 40 r 3 XXXXXX XXXXXXXX 1.630 870 40 40 i 4 XXXXXXXXXXXXXX 0 1630 40 40 NO. OFFSET TIME-LOCATION DIAGRAM PHASE LENGTHS I LEFTBOUND ... READ UP 1 2 3 4 5 6 7 8 1 1 10 XXXXXXXXXXXXXXXXXXXXX XXXXX 35 65 2 95 XXXXXXXXXXXXXX 65 35 3 45 XXXXXXX XXXXXXX 65 35 1 4 45 XXXXXXXXXXXXXX 65 35 } TIME SPACE DIAGRAM I ROUTE: LEMAY COMMENT: RUN2 CYCLE LENGTH 100 SECONDS: SCALE 11NCH=40% OF CYCLE: 1 LINE= 86 FT 1 UAQMOi)V Y,XXYXXXXX .:.., . .X. •XXXXAXXXX)EEXXXXX \ X)O<XXXXXXX- i • • • 2 DAKAIDG6 XXXY,XXX)S' •,XXXXXXX,. .XXXXXXXX pp : 3 LUCf:CXXXXXXX X34)Exxxx` ,XX ----- • . •L . • • • i. L I. I_ . A . L4 Kesac»vD:XX . - XXXXX L . tAATLTMRUGF1E RORIHDEGIGN RUNS ao StSNAL AT DAItRibGc . IROUTE: LEMAY • INTERSECTIONS: 4 CYCLE LENGTH: 100 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 30 SEC- RIGHT: 30 See- PERFORMANCE INDEX: 47 EFFICIENCY: 30 7; ATTAINABILITY: 92 INTERFERENCE: 31 f NO. TIME-LOCATION DIAGRAM.......... DISTANCE SPEED RIGHTBOUND READ DOWN LEFT RIGHT LEFT RIGHT 1 XXXX XXXXXXXXXXXXXXXXXXXXXX 950 0 40 40 2 870 750 40 40 3 XXXXXX XXXXXXXX 1630 870 40 40 4 XXXXXXXXXXXXXX 0 1630 40 40 NO. OFFSET TIME-LOCATION DIAGRAM PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 E 1 '10 XXXXXXXXXXXXXXXXXXXXX XXXXX 35 65 2 95 100 3 45 XXXXXXX XXXXXXX 65 35 s- 4 45 XXXXXXXXXXXXXX 65 35 TIME SPACE DIAGRAM - ROUTE.: LEMAY COMMENT: RUN3 CYCLE LENGTH 100 SECONDS: SCALE IINCH=40X OF CYCLE: 1 LINE= 86 FT iI NARWD411/ XXXXXXXXXXXX? X. ---- ---'.X)XXXXXXXXXXXX --- .. ..XXXXXXXXXXXX • • 2 INKRItoWI": - — I 3 eUL(${XXXXXYX t t - - • • t__ . i 4 kbr&tr,<r4AutlX' • XXXXXXXXX •_. *******************rie4*****s1*****************************%******:t*4*4***414a**** L . L.. • I 1 MATTHEW J DELICH 1 . ARTERIAL PROGRESSION DEG IGN Flo Si6uAC. A T EIJ4-6-- RUN4 • ROUTE: LEMAY INTERSECTIONS: 4 CYCLE LENGTH: 100 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 35 &L'C..RIGHT: 35 Sd• PERFORMANCE INDEX: 58 IEFFICIENCY: 35 ATTAINABILITY: 107 INTERFERENCE: 22 NO. TIME-LOCATION DIAGRAM DISTANCE SPEED - RIGHTBOUND ... READ DOWN LEFT RIGHT LEFT RIGHT I XXXX XXXXXXXXXXXXxxxxXXXXXX 950 0 40 40 2 XXXXXXXXXXXXXX 870 950 40 40 3 1630 870 40 40 4 XXXXXXXXXXXXXX 0 1630 40 40 1 NO. OFFSET TINE-LOCATION DIAGRAM PHASE LENGTHS LEFTBOUND READ UP 1 2 3 4 5 6 7 8 1 1 10 XXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXX XXXXX 35 65 2 45 65 35 3 45 100 4 45 XXXXXXXXXXXXXX 65 35 S_ a i TIME SPACE DIAGRAM ROUTES LEHAY COM:IENT: RUN4 CYCLE LENGTH 100 SECONDS: SCALE IINCH=40X OF CYCLE: 1 LINE= 86 FT ***************************1F****f1fiF7fi:N****iFi:IF****IFifi4***1!.***FififiFiF*************** I d1ARmmAUy, XXXXXXXXXXXX,• XXXXXXXXXXXXXX' — <XXXXXXXXxXXX 1 . • �. 20AkEt°6G" - --xxxxXxxx• - •XXXXM 4x• ••xXxxXXxX • • 3 EL/Lt` - - - -- . -. 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