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Home My WebLink About20053240.tiff WELD COUNTY ROAD ACCESS INFORMATION SHEET Weld County Department of Public Works 111 H Street, P.O. Box 758, Greeley, Colorado 80632 Phone: (970 )356-4000, Ext. 3750 Fax: (970) 304-6497 Road File #: Date: RE# : Other Case #: 1. Applicant Name_ IY14t l�ld L OtirSfIOV) QfLt,YGJl hone 3°3 )1( ;jai Address 10 LLF KIRA City t C "t State (,6 Zip `r )D°4' 2, Address or Location of Access Section Township Range Subdivisbn Block Lot Weld County Road #: Side of Road Distance from nearest intersection 3. Is there an existing access(es)to the property? Yes X No # of Accesses 4. Proposed Use: ❑ Permanent ❑ Residential/Agricultural Cl Industrial• �� ❑ Temporary A Subdivision ❑ Commercial ❑ Other • 5. Site Sketch Ip Legend for Access Description: AG = Agricultural LUC/1Z,7--(O RES = Residential O&G = Oil&Gas D.R. = Ditch Road O = House O = Shed A = Proposed Access ,J • = Existing Access Ni .91 a 4;aCked kv\co_. OFFICE USE ONLY: Road ADT Date Accidents Date Road ADT Date Accidents Date Drainage Requirement Culvert Size Length Special Conditions • ❑ Installation Authorized ❑ Information Insufficient Reviewed By: Title: -17- 2OO5-324O R69W R6BW �� ,.� n Counly Rd 29 1/?, 17TH AVE E 33 T3N ��A�JJ ' I 1 UNID �? OJECT RESERV )IR � i,, �, °'�� FEBRIDGE D i t , I V im_ 1/ counbv RE 29 1 9 . AVE. �7. C —=(J 6 _ I 'rj'c _ 25-1%2 V 14 4D m ;� aa. m,.wm Lr. ��` I �/ TEN AVM� . R), ; n Slate' �` \\ ICJ~ 1 a N-I'Er �/I • f• 11 c Z. Cy LL- LT 3 VICINITY MAP w m, N North E!T ThI U 1 Y w , PROJECT LIFEBREDOE PUD U U. o I, T i �� Q E a x U H ROCKY MOUNTAIN CONSULTANTS INC. s eas oEAW AVE,surrE soo,LotraMorrr,co eosin a (30S)7723282 METRJ:(9ai)BB6- 83 FAX:�5)9e6-%69 N IrT, 80-4270.001.00 1 OF 1 s \ C � I � // mil' _ J --- ,---- _______./C-- VJC . 412 1 j ��1 z WCRZfi -- I \ —"i ? to "y 9 / 1 n m 1 ` �I 1 ee Access C Q ,AccessI \ (I' l 1 r, Access 0 -...., - Denotes Lane ii L, TS \ -. 1 ii Carlsbad L. /c or 01 Access A a F K \ C ` sH„s ' 'i i t I - If f I a 2 a re LONG RANGE (2025) GEOMETRY 26 THE LIFEBRIDGE PROJECT PUD TRAFFIC IMPACT STUDY WELD COUNTY, COLORADO JANUARY 2005 Prepared for: LifeBridge Christian Church 10345 Ute Highway Longmont, CO 80504 Prepared by: PPpO RE94sn MATTHEW J. DELICH, P.E. OQ�� do(<c 2272 Glen Haven Drive a` , `, Loveland, CO 80538 ,3 Phone: 970-669-2061 = n " FAX: 970-669-5034 . TABLE OF CONTENTS Page I. Introduction 1 II. Existing Conditions 3 A. Existing Road Network 3 B. Existing Traffic Conditions 3 C. Surrounding Land Uses 6 III. Future Traffic Projections 7 A. Development Assumptions 7 B. Site Trip Generation 7 C. Trip Distribution 7 D. Traffic Assignments and Volumes 12 Site Generated Traffic Volumes 12 Background Traffic Volumes 12 Total Traffic 12 IV. Traffic Impacts 19 Short Range Background Traffic 19 Short Range Total Traffic 19 Long Range Background Traffic 22 Long Range Total Traffic 22 V. Conclusions 31 LIST OF TABLES Table Page 1. Current Peak Hour Operation 6 2. Phase 1 Trip Generation 9 3. Full Development Trip Generation 9 4. Short Range (2010) Background Peak Hour Operation 20 5. Short Range (2010) Total Peak Hour Operation 23 6. Long Range (2025) Background Peak Hour Operation . . . . 25 7. Long Range (2025) Total Peak Hour Operation 28 LIST OF FIGURES Figure Page 1. Site Location 2 2. Recent Peak Hour Traffic 4 3. Balanced Recent Peak Hour Traffic 5 4. Site Plan 8 5. Short Range (2010) Trip Distribution 10 6. Long Range (2025) Trip Distribution 11 7 . Phase 1 (2010) Site Generated Peak Hour Traffic 13 8 . Full Development (2025) Site Generated Peak Hour Traffic 14 9. Short Range (2010) Background Peak Hour Traffic 15 10 . Long Range (2025) Background Peak Hour Traffic 16 11 . Short Range (2010) Total Peak Hour Traffic 17 12 . Long Range (2025) Total Peak Hour Traffic 18 13. Short Range (2010) Geometry 21 14 . Long Range (2025) Geometry 26 r-. APPENDIX A Recent Peak Hour Traffic Data B Existing Traffic Analyses/Level of Service Description C Signal Warrants D Short Range Background Traffic Analyses E Short Range Total Traffic Analyses F Long Range Background Traffic Analyses G Long Range Total Traffic Analyses I. INTRODUCTION The LifeBridge Project PUD, a mixed-use development, is proposed in the northeast quadrant of the SHll9/WCR3',p intersection in Weld County. Hereinafter, it will be referred to as the LifeBridge PUD. The site location is shown on Figure 1. The purpose of this study is to address the traffic impacts of the proposed development. The focus of this review is the street/road network, which will serve the proposed development. This study and recommended improvements to the street/road network serve as a benchmark for the level of development considered herein. Specific improvements will be related to the actual development proposed. Significant development is expected to occur in this area of Weld County. The LifeBridge PUD is in an area known as the "I-25 Mixed Use Development Area" (MUD area) as defined by Weld County. Data regarding short range and long range future development was obtained from Weld County traffic projections, other traffic studies in the area of the site, and CDOT traffic forecasts. The scope of the traffic impact study was discussed with the owner/developer (LifeBridge Christian Church) , the project planner (DTJ) , the project engineer (Tetra Tech/RMC) , Weld County Public Works Department, and the Weld County transportation consultant (FHU) . 1 ) ) Cn i_____.] L_____ I Ipljr,01 r O l O \ lij > County line Road :NCR 1 BOULDER COUNTY O WELD COUNTY Z 73 N ccb Lill ell Kb Yom? s?co �Y-bo WCR 3 1/2 a RA RI a `k 4 j?kv% di o M1 i cwt d N L�Qj 1a� ��t*YJs� �4jk5� d O � '�� t'1 WCR5 v CD �EA7WFgrERNR4LRpq� ��_ O W \ WCR 5 1/2 � C Cfl =Q �\ J CD `V D Q a I— �� J Interstate 25 7°re 0 I ' - Z 0 EXISTING CONDITIONS A. Existing Road Network The major existing streets in the vicinity of The LifeBridge PUD site are SH119, WCR3'-2, Fairview Street (WCR3) , WCR26, and County Line Road (WCR1) . SH119 is a regional four-lane divided highway under CDOT control with a posted speed limit of 65 mph in the area of The LifeBridge PUD site. It extends from Interstate 25 to the west, past the site, to the City of Longmont and beyond. According to CDOT, it is an classified expressway highway in the vicinity of the site. Weld County Road extends from SH119 north to WCR26. It is paved along the Long View residential area (0.5 miles) and is gravel for the remaining 0.5 miles to WCR26. Fairview Street is 0.5 miles west of WCR3'-.. It is paved, serving a business park which is occupied by Concepts Direct. Fairview Street does not currently connect to WCR26 across the Great Western Railroad tracks. Weld County Road 26 is an east/west gravel road that borders the subject property on the north. It intersects with County Line Road at an intersection with stop sign control on WCR26. County Line Road is a north/south paved road. It is continuous to the north and south of this study area. It currently has a two-lane cross section. It is classified as an arterial street on the Longmont Comprehensive Plan. Access to the site will be via WCR3 and WCR26 for both Phase 1 and full development of the LifeBridge PUD. B. Existing Traffic Conditions Recent morning and afternoon peak hour traffic volumes at the key intersections are shown in Figure 2. Raw traffic counts are provided in Appendix A. The count data at the key intersections was obtained in September 2004. Since the counts were performed on different days, the traffic volumes between the SH119/Fairview and SH119/WCR3 intersections were averaged and balanced, and are shown in Figure 3. Table 1 shows the current peak hour operation at the key intersections. Calculation forms are provided in Appendix B. As can be seen, the key intersections operate acceptably with current controls and geometry, except for the northbound and southbound minor street legs at the SH119/Fairview intersection during both the morning and afternoon peak hours. Typically, minor street left-turn movements operate at level of service E or F during the peak hours at stop sign controlled intersections along arterial streets. The minor street legs operate acceptably at level of service C. A description of level of service for signalized and unsignalized intersections is also provided in Appendix B. 3 AS N I m g 3/9 f 12/9 1/3 —1 12/9 --...- WCR26 iaJa CD CO 0 U m o a 14/7 m _ co ``—12/36 N 0 N 1783/1357 0 NN N f 1779/1124 "J ram J. 1 L. r 16/3 SH119 `l 24/15 1 t 1 19/96 } 993/1675 —► C o , 891/1595 --ow- N 9/4 m o 0 46/26 m c O I m a c (0 U) AM/PM RECENT PEAK HOUR TRAFFIC Figure 2 4 N Im g�ft) � 3/9 -------X 1/3 -II12/9 -- WCR26 O4 m CC CI L U L LL. to N `—14/7 m 12/36 N C N -.I--1823/1293 m N N 1741/1182 /J I j N 4/3 ApeI 1 L 16/3 SH119N.,24/15 —, t r. 19/96 —, ) } r 973/1688 -0.- C o - 909/1582 --0.- , N Lo 9/4 `° o c 47/26 m I o I in C C CO CO AM/PM BALANCED RECENT PEAK HOUR TRAFFIC Figure 3 5 C. Surrounding Land Uses There is currently an existing residential development (Long View) on the west side of WCR3 . A commercial development (Vista Business Park) exists along WCR3'1 to the south of SH119. A commercial development (Concepts Direct) exists on the west side of Fairview Street. To the east of the LifeBridge PUD site are two residential developments, Meadow Vale Farms and The Elms. TABLE 1 Current Peak Hour Operation f tI olE Sera NB LT E F NB T/RT A C NB APPROACH E F SH119/Fairview SB LT/T F F (stop sign) SB RT C C SB APPROACH F D EB LT C B WBLT B C EB LT A A EBT A A EB RT A A EB APPROACH A A WB LT A A WBT A A WB RT A A SH1191WCR3Y2 WB APPROACH A A (signal) NB LT D D NBT A D NB RT D D NB APPROACH D D _ SB LT/T D D SB RT D D SB APPROACH D D OVERALL A A WCR26/WCR5 SB LT/RT A A (stop sign) EB LT A A 6 III. FUTURE TRAFFIC PROJECTIONS A. Development Assumptions The overall site plan of the LifeBridge PUD is shown on Figure 4 . The LifeBridge PUD is expected to be built in two phases. Phase 1 is expected to be built by/before the short range future year 2010. Phase 1 will consist of the portion of the site that is shaded in Figure 4. B. Site Trip Generation To estimate the traffic generated by the proposed development, standard trip generation factors compiled by the Institute of Transportation Engineers in their report entitled Trip Generation, 7th Edition were utilized. These factors were applied to the appropriate land use to determine daily, and morning and afternoon peak hour traffic volumes expected to be generated at the site. In discussions with the owner/developer, the development on the church property would be more than the church facility itself and the administrative offices of the church. There would be activity that would be reasonably constant over the course of an average weekday. The trip activity would be similar to that of a junior or community college. While this would not be the specific use, for trip generation purposes this land use was used. An estimate was made of the number of students, so that this variable could be used to generate the daily and peak hour trip ends. Table 2 summarizes the results of this analysis for Phase 1 of the LifeBridge PUD development. A multi-use factor of 0.8 was applied to all land uses except for the single family residential portion of the site. Phase 1 of the LifeBridge PUD would generate approximately 8602 trips per day with 564 and 724 trips occurring during the morning and afternoon peak hour periods, respectively. Table 3 shows the trip generation for full development of the LifeBridge PUD. Of significance, is the church campus variable used for trip generation will have a three times increase. There will also be a significant increase in the retail, office, and recreation aspects of the site. C. Trip Distribution Trip distribution assumptions were derived utilizing the relationship of the site land uses to trip productions and attractions in/near Longmont. The existing and future street system also play a role in determining the trip distribution. Figure 5 shows the trip distribution for the short range (2010) future. Figure 6 shows the trip distribution for the long range (2025) future. 7 } ) ) AL 4,.„. ` COUNTY ROAD 26 N .. - --•. s �pq = —r _ ..�.: r 9CJ1LE 1'.4101Y ., ...... „... ...,,,. ten r di ,-,,, ..-- F. .---4, I / • • Yi � J ,• HMV' Imo; •I - ' ly �L l -, I I t .-+ i mom. / `�_ ! .._..., -- - •.__-.-_ -1 - -.__ ' BMRMI',�. i /nom I 4��7i11 � ,? _... .. .._ ... /111? 1'7: • C ,il' a z i r,..,„....„ jHici Ci 11! • ,..„.„.. , i . .. ,, ... I i.„., : 1-1 I, 1) L..... ..: ii8 I I t••'.. ' i 'y ✓n 1J ; L__ __ I S eiRcti5' •I� I• II f ?. •/�� -� — f \ • II - . i i11 _ - i ; , P :.. _ HWY-119_ • • Eli Phase 1 • I SITE PLAN Figure 4 R TABLE 2 Phase 1 Trip Generation Coda- 1194 ' , AWOTE_ iMit.Sats Hour PM Peak'Hour .>*4-1 er ?b!M a ? o°'' .tom � p : t� 210 Single Fanily 100 D.U. 9.57 957 0.75 75 19 56 1.01 101 64 37 2500 1.20 3000 0.12 300 249 51 0.12 300 201 99 540 Church Campus students 814 Specialty Retail 50.0 KSF 44.32 2216 0.68 34 19 15 2.71 136 58 78 710 General Office 30.0 KSF 11.01 330 1.55 47 42 5 1.49 48 8 40 495 Recreation Center 100.0 KSF 22.88 2288 1.62 162 98 64 t64 164 48 116 251 Senior Housing Detached 192 D.U. 3.71 712 0.20 38 15 23 0.26 50 31 19 253 Congregate Care Facility 500 D.U. 2.02 1010 0.06 30 20 10 0.17 85 45 40 Subtotal 10,513 686 462 224 884 455 429 Less Multi-Use Factor 1911 121 89 33 160 79 81 Total 8602 564 373 191 1724 376 348 TABLE 3 Full Development Trip Generation yid 2! 4 rrf.r �- }{ Hour.b fig V �P!... `�>.f'.0 7.1: .4 t 'Ac 210 Single Fanily 160 D.U. 957 1531 0.75 120 30 90 1.01 162 102 60 7500 540 Church Campus students 1.20 9000 0.12 900 748 152 0.12 900 603 297 s 814 Specialty Retail 260.0 KSF 44.32 11,523 0.68 177 99 78 2.71 705 304 401 710 General Office 110.0 KSF 11.01 1211 1.55 171 151 20 1.49 164 28 136 495 Recreation Center 200.0 KSF 22.88 4576 1.62 324 198 126 1.64 328 95 233 251 Senior Housing Detached 192 D.U. 371 712 0.20 38 15 23 0.26 50 31 19 253 Congregate Care Facility 500 D.U. 2.02 1010 0.06 30 20 10 0.17 85 45 40 Subtotal 29,563 1760 1261 499 2394 1208 1186 Less Multi-Use Factor 5605 328 248 80 447 In 225 Total I 23,958 I 11432 1 1013 1 419 1947 1 986 1 961 1 9 AS N in O U e e 0 0 5% 5% pri i - , _ ---- - , , - WCR26r L..................................................v e m c � C 7 O •U Z U ri LL 20% 55% 30% 55% ,a...s• C S SH119 Z I Residential Church Camp us/Commercial SHORT RANGE (2010) TRIP DISTRIBUTION Figure 5 10 a N In X U 0 0 0 r 5% 5% .R Z0% 15 WCR26 C m c J T C m J U 1i 30% 35% 40% 30% SH119 I I I Residential Church Campus/Commercial LONG RANGE (2025) TRIP DISTRIBUTION Figure 6 11 D. Traffic Assignments and Volumes Site Generated Traffic Volumes Utilizing the trip generation estimates and the distribution assumptions identified previously, projected vehicle trips were assigned to the existing and planned street system. The resulting Phase 1 (2010) site generated traffic at the key intersections for the morning and afternoon peak hours was determined and is shown in Figure 7. The long range (2025) site generated traffic volumes at the key intersections are shown in Figure 8. Background Traffic Volumes Figure 9 shows the short range (2010) background peak hour traffic volumes (traffic on the roadways not attributed to the proposed project) at the key intersections. These were determined based upon existing traffic volumes, which were increased to account for adjacent/nearby development activity and a general increase in traffic passing through the study area. Data was obtained from the Concepts Direct, Vista Business Park, Richardson PUD, and Adler Estates traffic studies. Traffic generated from these developments was used to reflect an appropriate amount of development for the background traffic. Figure 10 shows the long range (2025) background peak hour traffic volumes at the key intersections. Total Traffic The traffic volumes generated by the proposed LifeBridge PUD development were added to the background traffic to produce total traffic volume projections. The short range (2010) total peak hour traffic at the key intersections is shown in Figure 11. The long range (2025) total _peak hour traffic at the key intersections is shown in Figure 12. 12 k illik o to N 93 v -o-0/5 1 tic 15/1100 A ° WCR26 515 15 f I 5/0 -0.- LO N 0 y �G�3 No- spq o • n � o i.0 o o T La' `R � 5/0 Ir Access I t2 A re 23 -am— AM/PM Rounded to Nearest s CI i \ 5/15 5 Vehicles � 20/100 1 t ( Carlsbad I p- o N T .. 1 `A x20/35 a) I7essA a) SLLnNh A�1 o 5/15 A ra m 55/35diri L50/40 1 C f60/135 .-30/80 i f 55/40 10/35 + 180/140 -' + SH119 180/130 — - tol 101-5 —.... o tO PHASE 1 (2010) SITE GENERATED Figure 7 PEAK HOUR TRAFFIC 13 ) U N ♦561135 furs j-0/15 r°,3s e e / a ulJlmy 10110-� 1 \ ,5/p—' S5_� `I 'r! f re a 13 a125 n n J/-- 3e), is ti 707—� 1 41--ss3oe ^'� PSSh, Q '1 317 641'4°`\ S� 2514 s° I m ( "fd / WCR3112 / 12°s0 ;s 3 v p5 , \ g WCR26 1532110—-- �yw^v o g n m 5 2 a 1 C. rzaIoo g n'a \--ono m ` r afro } r Access C 0 1 / Access 2 ��g 321 •a v o { /-1515° Ir Access B s —0—AM/PM '. Rounded to Nearest S \_150 5 Vehicles I I \ r-4alm 1 r Carlsbad m Ss 0 225 135 1-4015 m } r Access A Z m 02 m H eta ` :ag 2 se se J 1 Lvm A ) 1 �17a155 1 -ace° f 105/145 V 1 ` f 401 A, -a 170/155 5H 119 iaao� $ 320/205_/ I 315/250 v 15513 a m 0 a 10 LONG RANGE (2025) SITE Figure 8 GENERATED PEAK HOUR TRAFFIC 19 N I t 42 5110 ,ILab �—15/10 5/5 °M.MillitialealX 15/10 y WCR26 N N 2 Z U .� U- LL ` °' 70/30 0 o `15/40 N ° do 2I /-r x2025/1495 m Z r x2015/1320 fI I 30/30 iI L1/4 110/80 IN SH119115/45 -, } r 20/95 -1 "41 } 1190/1730 —► o 2 c 1080/1720 y o g o 80/60 m .2 O o 110/80 N O N u, z Or N Z N C C U) CO AM/PM Rounded to Nearest 5 Vehicles SHORT RANGE (2010) BACKGROUND Figure 9 PEAK HOUR TRAFFIC 15 N in I o CD LO 0 'n CD /90 f i 17 f 175/15/1 05 35/110 gmallitalaYs 65/180 --a....WCR26 N N co CC ? 0 Ts LL N 1k CO 330/95 c CD v 40/90 c k-, ro �--2855/2470 �`+ o —3000/2210 dei L1/4 it—85/85 I L1/4, c-190/190 SH119190/60 -1 f 1 60/220 --" ‘41.1f re 21802900 --m- o 0 19752995 y o 0 0 170/120 � g-ti O m 220/200 m v m 0 Z 0 0 0 O Co C co Co f AM/PM Rounded to Nearest 5 Vehicles LONG RANGE (2025) BACKGROUND Figure 10 PEAK HOUR TRAFFIC 16 kn " N . N n 5/10 :-:—.5 O \ 15/15 / I 35/40 4? / 4 WCR26 ,0/,0 -1 (� '� 1p�S 515 co m P 7S--70 d' ,o�g5 ��2pj15 ssy f.p,5 too 'toe"� ta,o IBC 7 ,o 20y5�-\ o NN o T e. R N o \ 5/0 30/20 f Access Snin H CO O O f— AM/PM Rounded to Nearest \ 5/15 5 Vehicles 20/1000 NOM 1015 r CaI rlsbad 40/20 n co in � 0/ R 2e8 N `L5/N i L. x20/35 CD f r Access A N a I m 22 a) R L o 75145 0/ o S Nk 70/75 2 Fri 2085/1630 ' in in 2045/1380 N r 30/30 ) � r 110/80 ) t 50/40 y f 2200/1480 N 125/80 --filNik4 I 200/235 I T I SH119 1 9 1370/1860 —a o w o 1090/1715 � o ml, o 80/80 w o 110!80 h R LI in T. CM CO SHORT RANGE (2010) TOTAL Figure 11 PEAK HOUR TRAFFIC 17 3 N 2 _-tom NOESO /cm' ) ` ,- 125185 e ua /% eo 1r Off ` } 430 N 15/0.5 y e� t3,lss i� �1 � A R m �So m i"' '9E u ',mss i 10011¢0 �� SSSh, al a �.,T„Y" .p MO VC; WCR3 �1� „6:50—_,1/4— w^� ;�3 � o WCR26 lssoo---1- t( x0ysw E x 1 'G wr+0� g55 LO, to '^ ) L _:._masxou a m _, A/,O I OI10 r L �z5110 vs , } Access C N Nom p orbs ?,a f r Access] _a 8 g� 5g Ln n /_,5,50 1 / Access B I f AM/PM a Rounded to Nearest L5,,,o 5 Vehicles J I LT.w,�x°"1 NOM p-' , t r Carlsbad o� Sa 8 a a�,w I I —<w� , 1 (€ Access A 98 m 8 Sa a 8 EC C 43 e `--.115/125nl2s n `2101245 $ C2 '^.+1:2 f3960/21ts 1 �rEO J 1 2\ —MIS' � J 1 L. 9� ) -m-2400128 45 EmlimmEmmEm SH119 200,100 1 r\ \1, 31301500 „ re 24050100_� > 1740121011— 1 1701120—\ l`3 m Y20100 m u/ m O ,n LONG RANGE (2025) TOTAL Figure 12 PEAK HOUR TRAFFIC HI IV. TRAFFIC IMPACTS In order to determine the impacts of future traffic volumes, the key intersections were evaluated for the short range (2010) and long range (2025) futures using capacity analysis procedures from the 20O0 Highway Capacity Manual. Acceptable operation is defined as level of service "C" overall at signalized and unsignalized intersections. It is expected that individual movements, particularly minor street left-turns at stop sign controlled intersections, will operate at level of service D or E in the peak hours. This is considered to be normal. It is also expected that the operation at the intersections along SH119 may be at level of service D, overall, in the long range (2025) future. In addition, the potential need for signals was also evaluated using the short range and long range traffic forecasts. While peak hour signal warrants are not applicable at the intersections in the vicinity of the LifeBridge PUD, they do provide an indication of whether signals will be warranted in the future. This analysis/evaluation is conducted, since the peak hour traffic forecasts are a product of a TIS. It is acknowledged that a comprehensive signal warrant study would be conducted using actual volumes at the subject intersections. Findings are as stated below. Short Range Background Traffic Traffic volumes presented on Figure 9 were used to evaluate the short range (2010) background future traffic operation at the key intersections. Peak hour signal warrants are expected to be met in the short range future at the SH119/Fairview intersection during the afternoon peak hour. Peak hour signal warrant analyses are provided in Appendix C. Table 4 presents the calculated levels of service at the key intersections in the short range (2010) future. As shown on Table 5, acceptable operation can be expected for the short range (2010) future at the key intersections. Calculation forms are provided in Appendix D. Short Range Total Traffic Traffic volumes presented on Figure 11 were used to evaluate the short range (2010) total future traffic operations at the key intersections. Figure 13 shows the short range (2010) approach geometry at the key intersections. Dimensions of the key auxiliary lanes that are associated with the LifeBridge PUD traffic are also shown. At the analyzed level of traffic, center left-turn lanes will not be required on WCR26. Based upon the short range traffic forecasts, WCR3'I should provide for one travel lane in each direction and bike lanes. A center painted median lane would provide for northbound and southbound left turns at all existing accesses to Long 19 TABLE 4 Short Range (2010) Background Peak Hour Operation EB LT D B EBT A EB RT A A EB APPROACH A C WB LT A B WBT B B WB RT A A SH119/Fairview WB APPROACH B B (signal) NB LT D D NB T/RT D C NB APPROACH D D SB LT D C SB T/RT D C SB APPROACH D C OVERALL B B EB LT B A EBT A B EB RT A A EB APPROACH A B WB LT A B WBT B B WB RT A A SH119/WCR3% WB APPROACH A B (signal) NB LT D D NB LT A A NB RT D C NB APPROACH D D SB LT/1- SB RT A A SB APPROACH B A OVERALL A B WCR26/VVCR5 SB LT/RT A A (stop sign) EB LT A A 20 S O A WCR26 395' It; Cs: n m M �e5 s ti d r cp Access I f— - Denotes Lane Lane Length Includes Taper and Storage di 220' . a Rc___ t iy, Carlsbad I I.?, 170' 2 1 Access A co TI d m co LL �j \ 800' lj 800 1 EXISTS Aj 1 EXISTS ...3/4 0 N 92 :__, ! }� 1035 l/ ) t �/ SH119 II Ill EXISTS EXISTS I SHORT RANGE (2010) GEOMETRY Figure 13 21 View and accesses to the LifeBridge PUD. The center left-turn lane would not be required at the WCR3'4/Access F intersection, but it may be prudent to have it as part of the interim cross section of WCR3'-,. All intersections along WCR3'- should allow full movements with stop sign control on the minor (east/west) streets. It is the desire of Weld County that WCR3'2 will have a four-lane cross section, plus auxiliary lanes where appropriate. However, this road can be built in phases as the LifeBridge PUD develops. The functional distance (available for storage and deceleration) between SH119 and the access to Long View is 340 feet. It is recommended that this area be widened and striped to have side-by-side left-turn lanes at the initial level of development of the LifeBridge PUD. Design details should be addressed later in the development review process. Table 5 shows the peak hour operation at the key intersections using the short range (2010) total peak hour traffic (Figure 11) . Based upon the short range traffic volumes, it is expected that all of the key intersections will operate acceptably. Calculation forms are provided in Appendix E. At these levels of development and background traffic, no signals will be warranted along WCR3 . Long Range Background Traffic Traffic volumes presented on Figure 10 were used to evaluate the long range (2025) background future traffic operation at the key intersections. Table 6 presents the calculated levels of service at the key intersections in the long range (2025) future. As shown on Table 7, acceptable operation can be expected for the long range (2025) future at the key intersections. Calculation forms are provided in Appendix F. Long Range Total Traffic Traffic volumes presented on Figure 12 were used to evaluate the long range (2025) total future traffic operations at the key intersections. With the growing urbanization in the long range future and posted speeds of 40 mph or less on WCR3 and WCR26, signals will not be warranted at any of the key intersection along these roads. If circumstances with regard to through traffic change and/or the proposed LifeBridge PUD changes, then need for traffic signals should be reevaluated. Figure 14 shows the long range (2025) approach geometry at the key intersections. Dimensions of the auxiliary lanes at the key intersections are not shown in this graphic. It is more appropriate to deal with design conditions later in the development review process. Clearly, adequate auxiliary lanes can be built given the distances between intersections. In meetings, Weld County indicated that WCR3'ri would likely have a four-lane (plus auxiliary lanes) cross section. The 22 TABLE 5 Short Range(2010)Total Peak Hour Operation man Molten* EB LT D B EBT A EB RT A A EB APPROACH A C WB LT A B WBT B B WB RT A A SH119/Fairview WB APPROACH B B (signal) NB LT NB T/RT D D NB APPROACH D D SB LT D C SB T/RT D D SB APPROACH D D OVERALL B C EB LT E C EBT A B EB RT A A EB APPROACH B B WB LT A B WBT B B WB RT A A SH119/WCR3'/z WB APPROACH i�cr.��n NB LT D D ,JIy•IQI/ NB LT D D NB RT A A NB APPROACH C C SB LT D D SB T D D SB RT A A SB APPROACH B B OVERALL B B SH 119/RT Access SB RT D C (RT-in/RT-out) Continued on next page 23 Continued from previous page TABLE 5 Short Range (2010) Total Peak Hour Operation 1:-.0,1410�1'1t' r WB LT B B WCR3//Access A WB RT A A (stop sign) WB APPROACH B B SB LT A A EB LT/T/RT A A WB LT B B WCR3'/2/Carlsbad WB T/RT A A (stop sign) WB APPROACH B B _ NB LT A A SB LT A A WCR3'/z/Access F NB LT/RT A A (stop sign) WB LT A A NB LT A A NB T/RT A A NB APPROACH A A WCR26/WCR5 SB LT A _ B (stop sign) SB T/RT A A SB APPROACH A A EB LT A A WB LT A A WCR26/Access H WB LT/RT A A (stop sign) SB LT A A WCR26/Fairview NB LT/RT A A (stop sign) WB LT A A Fairview/Access I WB LT/RT A A (stop sign) SB LT A A ..-- 24 TABLE 6 Long Range(2025) Background Peak Hour Operation l�rv�t of� - inberseotiort_ _ . EB LT E B EBT A B EB RT A A EB APPROACH A B WB LT A C WBT A A WB RT A A WB APPROACH A A SH119/Fairview NB LT D D (signal) NB T A A NB RT A A NB APPROACH D C SB LT D E SBT A A _ SB RT A A SB APPROACH C C OVERALL A B EB LT B E EBT B D EB RT A A EB APPROACH B D WB LT D E WBT B B WBRT A A WB APPROACH B C SH119/WCR3Y2 NB LT D E (signs₹) NB LT D D NBRT A A NB APPROACH C D SB LT D D SBT D D SB RT A A SB APPROACH B B OVERALL B C WCR26NVCR5 SB LT/RT B B (stop sign) EB LT A A 25 > ) a ) a Jl� c �� Y 1fr r .NGR3,I2 i\ \` WCR _s- 1./ 1 \� 1 ? -1-- !-- 31'D rp It il Access —r 1 t r Access CO fr i Access B I7 --•— -Denotes Lane L. l S ...it r Carlsbad 3 ! \ \C o ti m Z Access A m Q LL r re JILL _ SH119 �1+ r _�1 I. N�t1 Iv En LONG RANGE (2025) GEOMETRY Figure 14 26 traffic forecasts in this traffic impact study indicate that a two-lane (plus auxiliary lanes) cross section will be adequate. If future volumes indicate the need for or Weld County desires to maintain the ability to have a four-lane cross section, the right-of-way can be dedicated with this development. WCR26 should have left-turn lanes at all street/street intersections. Right-turn lanes will be necessary at the WCR26/Fairview and WCR26/WCR3 intersections. In addition, WCR3 1,1 and Fairview should provide for one travel lane in each direction and bike lanes. A center painted median lane or raised median area with left-turn lanes would provide for storage of northbound and southbound left turns at all accesses along these streets. All intersections along WCR3 and Fairview should allow full movements with stop sign control on the minor (east/west) streets. As stated earlier, the functional distance (available for storage and deceleration) between SH119 and the south access to Long View is 340 feet. It is recommended that this area be widened and striped to have side-by-side left-turn lanes if the south most access to Long View is to be maintained as a full-movement intersection. The forecasted southbound left-turn volume exceeds 300 vehicles in the afternoon peak hour. If this geometry cannot be accomplished, then this access should be changed to right-in/right-out. Table 7 shows the peak hour operation at the key intersections using the long range (2025) total peak hour traffic (Figure 12) . It is expected that the key intersections will operate acceptably with the geometry shown in Figure 14 with one exception. That exception is, during the afternoon peak hour, the SH119/WCR3 intersection will operate at level of service D overall. This exceeds the Weld County operational criteria in the MUD area. However, this intersection is on the CDOT road system. Generally, acceptable operation on the CDOT system is level of service D during the peak hours. Calculation forms are provided in Appendix G. The forecasted volumes on SH119 indicate that three through lanes should be considered by the year 2025. These lanes are needed to accommodate the through traffic volumes in the peak hours. 27 TABLE 7 Long Range(2025)Total Peak Hour Operation Iniersecbon - Morreme st EB LT D C EBT A EB RT A A EB APPROACH B C WB LT B E WBT B B WB RT A A WB APPROACH B B SH119/Fairview NB LT D D (signal) NBT D D NB RT A A NB APPROACH D C SB LT D E SBT D D SB RT A A SB APPROACH OVERALL B C EB LT E E EBT B D EB RT A A EB APPROACH C D WB LT D E WBT D C WB RT A B WB APPROACH D C SH119/WCR;3% NB LT D E (signal) NB LT D D NB RT A A _ NB APPROACH C C SB LT E E SBT SB RT A A SB APPROACH C C OVERALL C D SH119/RT Access SB RT D C (RT-in/RT-out) Continued on next page 28 Continued from previous page TABLE 7 Long Range (2025)Total Peak Hour Operation < tenet+D woe _ ► ,- _ WB LT C C WCR3%z/Access A WB RT B B (stop sign) WB APPROACH B C SB LT A A EB LT/T/RT B B WB LT C E WCR3'/2/Carlsbad WB T/RT B B (stop sign) WB APPROACH C E NB LT A A SB LT A A WB LT B C WCR31/2/Access B WB RT B _ B (stop sign) WB APPROACH B C SB LT A A EB LT C C EB T/RT B B WB APPROACH _ B B WCR3'/2/Access C WB LT C D (stop sign) WB T/RT A B WB APPROACH C D NB LT A A SB LT A A NB LT B B WCR31/2/Access D NB RT A B (stop sign) NB APPROACH B B WB LT A A NB LT B B WCR3'//Access E NB RT _ A B (stop sign) NB APPROACH B B WB LT A A NB LT B B WCR3'h/Access F NB RT A B (stop sign) NB APPROACH B B i I WB LT A I A Continued on next page 29 Continued from previous page TABLE 7 Long Range(2025) Total Peak Hour Operation �-- NBLT C D NB T B C NB RT A A NB APPROACH B C WCR26/WCR5 SB LT C D (stop sign) SB T C C SB T A A SB APPROACH C C EB LT A A WB LT A A WCR26/Access G NB LT/RT B B (stop sign) WB LT A A WCR26/Access H NB LT/RT A B (stop sign) WB LT A A NB LT B B WCR26/Fairview NB RT A A (stop sign) NB APPROACH B B WB LT A A Fairview/Access I WB LT/RT A A (stop sign) SB LT A A ---- 30 V. CONCLUSIONS The following summarizes the significant findings as a result of this study: - Phase 1 of the proposed LifeBridge PUD mixed-use development will generate 8602 trips per day with 564 and 724 trips occurring during the morning and afternoon peak hour periods, respectively. At an long range (2025) level of development, the proposed LifeBridge PUD will generate 23, 958 trip ends per day, 1432 morning peak hour trip ends, and 1947 afternoon peak hour trip ends. - Using the short range (2010) background peak hour traffic, peak hour signal warrants are likely to be met at the SH119/Fairview intersection. - In the short range future with the background peak hour traffic forecasts, the key intersections will operate acceptably. - In the short range (2010) future with the total peak hour traffic forecasts, the key intersections will operate acceptably. The short range geometry is shown in Figure 13. - In the long range future (2025) with development of the LifeBridge PUD, the key intersections will operate acceptably. It is not likely that traffic signals will be warranted at intersections along WCR3;1 or WCR26 related to the LifeBridge Project PUD_ The long range (2025) geometry is shown in Figure 14 . - The actual development may be more or less than that shown in this report in any given phase or subphase. The level of improvements. to the street/road network should be tied to that specific level of development. These will be determined in subsequent traffic impact study addenda that are specific to an actual development proposal. 31 APPENDIX A ) ) ) MATTHEW J.DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND,CO 80538 Phone: (970)669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 9.21.04 Observer: Joe Day: Tuesday Jurisdiction: Longmont R= ghttum Intersection: SH119ICR3112 S=straight L=left turn Time Northbound: CR3 112 Southbound: CR3 112 Total Eastbound: SH119 Westbound: SH119 Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 5 0 1 6 5 2 23 30 36 5 200 10 215 3 403 3 409 624 660 7:45 5 0 0 5 4 0 26 30 35 0 232 12 244 2 482 2 486 730 765 N 8:00 0 0 0 0 5 0 12 17 17 5 236 10 251 4 466 2 472 723 740 8:15 8 0 0 8 7 0 23 30 38 9 223 14 246 7 428 5 440 686 724 7:30.8:30 18 0 1 19 21 2 84 107 126 19 891 46 956 16 1779 12 1807 2763 2889 PHF 0.59 0.89 0.95 0.93 4:30 19 0 2 21 2 0 9 11 : 32 23 331 10 364 1 265 12 278 642 674 4:45 37 1 7 45 2 0 9 11 56 25 445 5 475 1 290 9 300 775 831 5:00 13 1 3 17 2 1 9 12 29 20 423 6 449 1 266 8 275 724 753 5:15 12 0 3 15 3 0 7 10 25 28 396 5 429 0 303 7 310 739 764 4:30.5:30 81 2 15 98 9 1 34 44 142 96 1595 26 1717 3 1124 36 1163 2880 3022 PHF 0.54 0.92 0.9 0.94 ) ) ) MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970)669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 9.23.04 Observer: Harry Day: Thursday Jurisdiction: Longmont R=right tum Intersection: CR5/CR26 S =straight L =left turn Time Northbound: Southbound: CR5 Total Eastbound: CR26 Westbound: CR26 Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total eastlwest All 7:30 0 1 0 1 1 0 3 3 7 0 7 10 11 7:45 0 0 3 3 3 0 2 2 1 2 3 5 8 8:00 0 3 0 3 3 0 3 3 4 1 5 8 11 8:15 i 0 1 1 2 2 1 4 5 0 0 0 5 7 7:30-8:30 0 0 0 0 5 0 4 9 9 1 12 0 13 0 12 3 15 28 37 PHF n/a 0.75 0.65 0.54 4:30 0 0 0 0 0 0 2 2 0 0 0 2 2 4:45 0 1 0 1 1 1 2 3 2 3 5 8 9 5:00 0 1 1 2 2 1 4 5 3 2 5 10 12 5:15 0 2 2 4 4 1 1 2 4 4 8 10 14 4:30.5:30 0 0 0 0 4 0 3 7 7 3 9 0 12 0 9 9 18 30 37 PHF n/a 0.44 0.6 0.56 ) ) MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND,CO 80538 Phone: (970)669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 9.22.04 Observer: Joe Day: Wednesday Jurisdiction: Longmont R=right turnIntersection: County Line Road/CR26 S=straight L=left tum Time Northbound: CLR Southbound: CLR Total Eastbound: CR26 Westbound: CR26 Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 13 95 1 109 3 189 0 192 301 3 0 11 14 1 0 1 2 16 317 7:45 7 65 0 72 0 192 5 197 269 1 0 16 17 0 0 0 0 17 286 8:00 10 91 0 101 0 167 4 171 272 1 0 21 22 0 0 1 1 23 295 8:15 7 82 0 89 3 215 6 224 313 0 0 15 15 0 0 2 2 17 330 7:30.8:30 37 333 1 371 6 763. 15 784 1155 5 0 63 68 1 0 4 5 73 1228 PHF 0.85 0.88 0.77 0.63 4:30 12 153 0 165 5 96 0 101 266 1 1 5 7 0 0 12 12 19 285 4:45 6 155 0 161 9 121 1 131 292 0 1 14 15 0 0 4 4 19 311 5:00 5 178 1 184 6 133 0 139 323 3 0 11 14 0 0 5 5 19 342 5:15 4 182 4 190 11 117 0 128 318 1 0 15 16 0 0 3 3 19 337 4:30.5:30 27 668 5 700 31 467 1 499 1199 5 2 45 52 0 0 24 24 76 1275 PHF 0.92 0.9 0.81 0.5 ) ) ) MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND,CO 80538 Phone: (970)669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 9.22.04 Observer: Harry Day: Wednesday Jurisdiction: Longmont R=right turn Intersection: SH1191Fairview-Sand Stone S=straight L=left tum Time Northbound: Sand Stone Southbound: Fairview Total Eastbound: SH119 Westbound: SH119 Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 0 0 0 0 0 0 0 0 0 4 267 2 273 2 454 2 458 731 731 7:45 2 0 0 2 2 0 1 3 5 6 292 2 300 1 570 7 578 878 883 l) 8:00 1 0 0 1 0 0 1 1 2 8 223 3 234 0 432 2 434 668 670 8:15 3 0 0 3 0 0 0 0 3 6 211 2 219 1 327 3 331 550 553 7:30.8:30 6 0 0 6 2 0 2 4 10 24 993 9 1026 4 1783 14 1801 2827 2837 PHF 0.5 0.33 0.86 0.78 4:30 3 0 0 3 3 0 7 10 13 3 391 2 396 2 1348 2 352 748 761 4:45 3 0 0 3 2 0 8 10 13 5 344 0 349 0 312 5 317 666 679 5:00 0 0 0 0 4 0 9 13 13 5 497 0 502 0 413 0 413 915 928 5:15 1 0 1 2 5 0 8 13 15 2 443 2 447 1 284 0 285 732 747 4:30-5:30 7 0 ' 1 8 14 0 32 46 54 15 1675 4 1694 3 1357 7 1367 3061 3115 PHF 0.67 0.88 0.84 0.83 �- APPENDIX B 2: SH 119 & Fairview St. recent AM 12/22/2004 l I 4- 1 t P L 4 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 14 r ff r 11 T. 4 r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 24 993 9 4 1783 14 6 0 0 2 0 2 Peak Hour Factor 0.86 0.86 0.86 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 28 1155 10 5 2098 16 7 0 0 2 0 2 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 2114 1165 2269 3334 577 2740 3328 1049 vC1, stage 1 conf vol 1210 1210 2107 2107 vC2, stage 2 conf vol 1058 2124 633 1221 vCu, unblocked vol 2114 1165 2269 3334 577 2740 3328 1049 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 89 99 93 100 100 95 100 99 cM capacity (veh/h) 255 595 95 46 460 43 61 224 Direction, Lane* EB 1 EB 2 EB 3 ES 4 WB 1 WB 2' WB 3 ?W8 4' NB 1 NB 2" SB 1 SB 2 Volume Total 28 577 577 10 5 1049 1049 16 7 0 2 2 Volume Left 28 0 0 0 5 0 0 0 7 0 2 0 Volume Right 0 0 0 10 0 0 0 16 0 0 0 2 cSH 255 1700 1700 1700 595 1700 1700 1700 95 1700 43 224 Volume to Capacity 0.11 0.34 0.34 0.01 0.01 0.62 0.62 0.01 0.07 0.00 0.05 0.01 Queue Length 95th (ft) 9 0 0 0 1 0 0 0 6 0 4 1 Control Delay(s) 20.8 0.0 0.0 0.0 11.1 0.0 0.0 0.0 45.9 0.0 92.6 21.2 Lane LOS C B E A F C Approach Delay (s) 0.5 0.0 45.9 56.9 Approach LOS E F Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 1 2: SH 119 & Fairview St. recent PM 12/22/2004 J -+ -r k 4\ t r ` 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 tt r ►) TT r 11 1. 4 r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 15 1688 4 3 1293 7 7 0 1 14 0 32 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.88 0.88 0.88 Hourly flow rate (vph) 18 1986 5 4 1521 8 8 0 1 16 0 36 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1529 1991 2789 3558 993 2558 3554 761 vC1, stage 1 conf vol 2021 2021 1528 1528 vC2, stage 2 conf vol 768 1536 1029 2026 vCu, unblocked vol 1529 1991 2789 3558 993 2558 3554 761 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 96 99 82 100 100 80 100 90 cM capacity (veh/h) 431 285 46 57 244 78 57 348 Direction,Lane# EB 1 !EB2 EB 3 "EB4 ,WB 1 WB-2 WB 3 WB4 NB;1 NB 2 SB 1 862 Volume Total 18 993 993 5 4 761 761 8 8 1 16 36 Volume Left 18 0 0 0 4 0 0 0 8 0 16 0 Volume Right 0 0 0 5 0 0 0 8 0 1 0 36 cSH 431 1700 1700 1700 285 1700 1700 1700 46 244 78 348 Volume to Capacity 0.04 0.58 0.58 0.00 0.01 0.45 0.45 0.00 0.18 0.00 0.20 0.10 Queue Length 95th (ft) 3 0 0 0 1 0 0 0 15 0 18 9 Control Delay(s) 13.7 0.0 0.0 0.0 17.8 0.0 0.0 0.0 100.5 19.8 62.5 16.5 Lane LOS B C F C F C Approach Delay (s) 0.1 0.0 90.4 30.5 Approach LOS F D Intersection Summary ' Average Delay 0.8 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 3 3: SH 119 & CR 3.5 recent AM 12/15/2004 f —D• --st cam- t4\ t r \W ! I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi tt rt 1 tt p 'I t r 4 r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.96 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1583 1781 1583 Flt Permitted 0.09 1.00 1.00 0.29 1.00 1.00 0.74 1.00 0.76 1.00 Satd. Flow (perm) 171 3539 1583 537 3539 1583 1379 1583 1408 1583 Volume (vph) 19 909 47 16 1741 12 18 0 1 21 2 82 Peak-hour factor, PHF 0.95 0.95 0.95 0.93 0.93 0.93 0.85 0.85 0.85 0.89 0.89 0.89 Adj. Flow (vph) 20 957 49 17 1872 13 21 0 1 24 2 92 RTOR Reduction (vph) 0 0 9 0 0 2 0 0 1 0 0 24 Lane Group Flow(vph) 20 957 40 17 1872 11 21 0 0 0 26 68 Turn Type Perm Penn Penn Penn Penn Penn Penn Penn Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 4 Actuated Green, G (s) 76.2 76.2 76.2 76.2 76.2 76.2 8.6 8.6 8.6 8.6 Effective Green, g (s) 77.2 77.2 77.2 77.2 77.2 77.2 9.6 9.6 9.6 9.6 Actuated g/C Ratio 0.81 0.81 0.81 0.81 0.81 0.81 0.10 0.10 0.10 0.10 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 '^ Lane Grp Cap (vph) 139 2882 1289 437 2882 1289 140 160 143 160 v/s Ratio Prot 0.27 c0.53 v/s Ratio Penn 0.12 0.03 0.03 0.01 0.02 0.00 0.02 c0.04 v/c Ratio 0.14 0.33 0.03 0.04 0.65 0.01 0.15 0.00 0.18 0.42 Uniform Delay, dl 1.9 2.2 1.7 1.7 3.5 1.6 38.9 38.3 39.0 40.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.3 0.0 0.2 1.1 0.0 0.5 0.0 0.6 1.8 Delay (s) 4.0 2.5 1.7 1.9 4.6` 1.7 39.4 38.3 39.6 41.8 Level of Service A A A A A AD D D D Approach Delay(s) 2.5 4.6 39.3 41.3 Approach LOS A A n n Intersection Summary HCM Average Control Delay 5.6 HCM Level of Service A HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 94.8 Sum of lost time (s) 8.0 Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 Cl 3: SH 119 & CR 3.5 recent PM 12/15/2004 "' f —. 1 I k- 4\ t r ' l Movement EBL ' EBT EBR ; WBL WBT WBR NBL NBT NBR SBL SBT,' SBR Lane Configurations "j if 1' '1 tt 1' 'f t r 4 P Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 Ftt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1782 1583 Fit Permitted 0.20 1.00 1.00 0.10 1.00 1.00 0/5 1.00 1.00 0.82 1.00 Satd. Flow(perm) 371 3539 1583 192 3539 1583 1398 1863 1583 1527 1583 Volume (vph) 95 1582 26 3 1182 36 85 2 15 9 1 36 Peak-hour factor, PHF 0.90 0.90 0.90 0.94 0.94 0.94 0.85 0.85 0.85 0.92 0.92 0.92 Adj. Flow(vph) 108 1758 29 3 1257 38 100 2 18 10 1 39 RTOR Reduction (vph) 0 0 6 0 0 8 0 0 16 0 0 34 Lane Group Flow(vph) 106 1758 23 3 1257 30 100 2 2 0 11 5 Turn Type Penn Penn Perm Penn Penn Penn Penn Penn Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 4 Actuated Green, G (s) 74.2 74.2 74.2 74.2 74.2 74.2 10.9 10.9 10.9 10.9 10.9 Effective Green, g (s) 75.2 75.2 75.2 75.2 75.2 75.2 11.9 11.9 11.9 11.9 11.9 Actuated g/C Ratio 0.79 0.79 0.79 0.79 0.79 0.79 0.13 0.13 0.13 0.13 0.13 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 293 2798 1252 152 2798 1252 175 233 198 191 198 v/s Ratio Prot c0.50 0.36 0.00 v/s Ratio Penn 0.29 0.01 0.02 0.02 c0.07 0.00 0.01 0.00 v/c Ratio 0.36 O.63 0.02 0.02 0.45 0.02 0.57 0.01 0.01 0.06 0.02 Uniform Delay, dl 2.9 4.1 2.1 2.1 3.2 2.1 39.2 36.4 36.4 36.7 36.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.4 1.1 0.0 0.2 0.5 0.0 4.5 0.0 0.0 0.1 0.1 Delay (s) 6.4 5.2 2.1 2.4 3.8 2.2 43.6 36.4 36.5 36.8 36.6 Level of Service A A A A A A DDD D D Approach Delay(s) 5.2 3.7 42.5 36.6 Approach LOS A A n n Intersection Summary - HCM Average Control Delay 6.4 HCM Level of Service A HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 95.1 Sum of lost time (s) 8.0 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Synchro 6 light Report Matthew J. Delich , P. E. Page 1 /D 22: CR26 & CR5 recent AM 12/15/2004 Movement EBL' "EBT WBT WBR ': SBL SBR Lane Configurations 4 14 ►1+ Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1 12 12 3 5 4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 1 14 14 4 6 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 18 32 16 vC1, stage 1 coal vol vC2, stage 2 cord vol vCu, unblocked vol 18 32 16 tC, single (s) 4.1 6.4 6.2 tC. 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 99 100 cM capacity (veh/h) 1599 981 1063 Direction, Lane* BB 1 _+NB I SB 1 = - Volume Total 15 18 11 Volume Left 1 0 6 Volume Right 0 4 5 cSH 1599 1700 1016 Volume to Capacity 0.00 0.01 0.01 Queue Length 95th (ft) 0 0 1 Control Delay (s) 0.6 0.0 8.6 Lane LOS A A Approach Delay(s) 0.6 0.0 8.6 Approach LOS A Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 II 22: CR 26 & CR 5 recent PM 12/15/2004 •— ` J Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 1 "t' Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 3 9 9 9 4 3 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 4 11 11 11 5 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 21 34 16 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 21 34 16 tC,single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 1595 978 1063 Direction, Lane# EB / WB'1 SB 1 !' Volume Total 14 21 8 Volume Left 4 0 5 Volume Right 0 11 4 cSH 1595 1700 1013 Volume to Capacity 0.00 0.01 0.01 Queue Length 95th (ft) 0 0 1 Control Delay(s) 1.8 0.0 8.6 Lane LOS A A Approach Delay (s) 1.8 0.0 8.6 Approach LOS A Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 12- APPENDIX C Figure 4C-4. Warrant 3, Peak Hour (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 70 km/h (40 mph) ON MAJOR STREET) I a. 400 ` = 2 OR MORE LANES & 2 OR MORE LANES v 2 OR MORE LANES & 1 LANE cc CC 300 _ r j Q 1 LANE & 1 LANE 2 2 200 Pat 100 , *100 `75 4 : 35✓' = _____ __... .._ _____--- _ __._ ____._...__.. _ dCD- i y 300 400 500 600 700 800 900 1000 1100 1200 1300 A � MAJOR STREET-TOTAL OF BOTH APPROACHES- `a VEHICLES PER HOUR (VPH) *Note: 100 vph applies as the lower threshold volume for a minor-street x x approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane. June 2001 Sect. 4C.05 ininert— PAnl/ F RA/ W/,&nus. IiA to IA/FP--A'Ur i4i' S,hil tclic. i PviEs�/ — V)S-7--azkiC Figure 4C-4. Warrant 1, Peak Hour (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 70 km/h (40 mph) ON MAJOR STREET) I ' 400 2 OR MORE LANES & 2 OR MORE LANES tig:34S/Py - 2 OR MORE LANES & 1 LANE al O [C 300 'M:z6S✓PH a _ �k t7 cc O 200 O 100 - I .100 _ *75 J\ C7 I 300 400 500 600 700 800 900 1000 1100 120O 1300 MAJOR STREET-TOTAL OF BOTH APPROACHES INj - VEHICLES PER HOUR (VPH) U (*) *Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane. June 2001 Sect 4C.05 LLN)(1 RArJ((t: S4(-et-Qniit l it ?Al/+kP.Aer �7' 111(e Z6/..oun/ l L//1/ 'CO . APPENDIX D t , 2: SH 119 & Fairview St. short bkgrd AM 12/21/2004 J — j- +- t441 t r 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'S TT P. "1 ft r 'f I. 1 A Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4M 4.0 4A 4.0 Lane Util. Factor 1.00 0.95 1M0 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1583 1770 1583 Flt Permitted 0.05 1.00 1.00 0.19 1.00 1.00 0.82 1.00 0.98 1.00 Satd. Flow(perm) 93 3539 1583 345 3539 1583 1521 1583 1817 1583 Volume (vph) 115 1190 80 30 2025 70 15 0 10 10 0 25 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 125 1293 87 33 2201 76 16 0 11 11 0 27 RTOR Reduction (vph) 0 0 22 0 0 20 0 10 0 0 26 0 Lane Group Flow(vph) 125 1293 65 33 2201 56 16 1 0 11 1 0 Turn Type Pm+pt Perm pm+pt Perm pm+pt pm+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 4 Actuated Green, G (s) 83.0 78.9 78.9 80.0 77.4 77.4 5.5 3.9 3.9 3.1 Effective Green, g (s) 85.0 79.9 79.9 82.0 78.4 78.4 7.5 4.9 5.9 4.1 Actuated g/C Ratio 0.80 0.75 0.75 0.77 0.74 0.74 0.07 0.05 0.06 0.04 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.D 3.0 3.0 ^ Lane Grp Cap (vph) 155 2663 1191 315 2613 1169 114 73 100 61 v/s Ratio Prot c0.04 0.37 0.00 c0.62 c0.00 0.00 0.00 0.00 v/s Ratio Perm 0.61 0M4 0.08 0.04 c0.01 0.00 v/c Ratio 0.81 0.49 0.05 0.10 0.84 0.05 0.14 0.01 0.11 0.02 Uniform Delay, dl 27.8 5.1 3.4 3.4 9.6 3.8 46.3 48.3 47.7 49.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 25.5 0.6 0.1 0.1 3.5 0.1 0.6 0.0 0.5 0.1 Delay (s) 53.3 5.8 3.5 3.5 13.1 3.8 46.9 48.4 48.1 49.2 Level of Service D A A A B A D D D D Approach Delay (s) 9.6 12.7 47.5 48.9 Approach LOS A B 0 D Intersection Summary - HCM Average Control Delay 12.1 HCM Level of Service B HCM Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 106.2 Sum of lost time (s) 12.0 Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 CI 2: SH 119 & Fairview St. short bkqrd PM 12/21/2004 i —i 1< '— k- t t ' 1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' if r ►j tt r 11 T. 11 I. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 1583 1770 1583 Fit Permitted 0.08 1.00 1.00 0.08 1.00 1.00 0.47 1.00 0.69 1.00 Satd. Flow(perm) 152 3539 1583 152 3539 1583 876 1583 1279 1583 Volume (vph) 45 1730 60 30 1495 30 130 0 100 65 0 130 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 49 1880 65 33 1625 33 141 0 109 71 0 141 RTOR Reduction (vph) 0 0 27 0 0 13 0 95 0 0 109 0 Lane Group Flow(vph) 49 1880 38 33 1625 20 141 14 0 71 32 0 Turn Type pm+pt Perm pm+pt Perm pm+pt pm+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 4 Actuated Green, G (s) 50.4 48.1 48.1 50.4 48.1 48.1 13.3 9.3 11.7 8.5 Effective Green, g (s) 52.4 49.1 49.1 52.4 49.1 49.1 15.3 10.3 13.7 9.5 Actuated g/C Ratio 0.63 0.59 0.59 0.63 0.59 0.59 0.18 0.12 0.17 0.11 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 160 2096 938 160 2096 938 216 197 236 181 v/s Ratio Prot c0.01 c0.53 0.01 0.46 c0.04 0.01 0.02 0.02 v/s Ratio Perm 0.18 0M2 0.12 0.01 c0.08 0.03 v/c Ratio 0.31 0.90 0.04 0.21 0.78 0.02 0.65 0.07 0.30 0.18 Uniform Delay, dl 10.8 14.7 7.1 14.6 12.7 7.0 30.4 32.1 30.1 33.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 6.5 0.1 0.6 2.9 0.0 6.9 0.1 0.7 0.5 Delay(s) 11.9 21.2 7.1 15.2 15.6 7.0 37.3 322 30.8 33.6 Level of Service BC ABB A DC C C Approach Delay(s) 20.6 15.4 35.1 32.7 Approach LOS C B D a Intersection Summary HCM Average Control Delay 20.0 HCM Level of Service B HCM Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 82.9 Sum of lost time (s) 12.0 Intersection Capacity Utilization 73.1% ICU Level of Service ID Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 LS 3: SH 119 & CR 3.5 short bkgrd AM 12/21/2004 J _ j 4— k I\ t t L i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations li T? r 11 tt r '1 t r 4 r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane UM. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Said. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1583 1770 1583 Fit Permitted 0.05 1.00 1.00 0.21 1.00 1.00 0.48 1.00 0.91 1.00 Said. Flow (perm) 95 3539 1583 386 3539 1583 887 1583 1693 1583 Volume (vph) 20 1080 110 110 2015 15 25 0 25 20 0 85 Peak-hour factor, PHF 0.95 0.95 0.95 0.93 0.93 0.93 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 21 1137 116 118 2167 16 27 0 27 22 0 92 RTOR Reduction (vph) 0 0 31 0 0 4 0 0 24 0 0 0 Lane Group Flow(vph) 21 1137 85 118 2167 12 27 0 3 0 22 92 Turn Type pm+pt Perm pm+pt Penn pm+pt Perm pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 8 4 Free Actuated Green, G (s) 79.2 77.7 77.7 86.4 81.3 81.3 9.9 9.9 3.4 107.7 Effective Green, g (s) 81.2 78.7 78.7 88.4 82.3 82.3 10.9 10.9 4.4 107.7 Actuated g1C Ratio 0.75 0.73 0.73 0.82 0.76 0.76 0.10 0.10 0.04 1.00 Clearance Time (s) 5.0 5.0 5M 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 111 2586 1157 395 2704 1210 110 160 69 1583 v/s Ratio Prot 0.00 0.32 c0.02 c0.61 c0.01 v/s Ratio Perm 0.14 0.05 0.23 0.01 c0.02 0.00 0.01 0.06 v/c Ratio 0.19 0.44 0.07 0.30 0.80 0.01 0.25 0.02 0.32 0.06 Uniform Delay, dl 10.3 5.8 4.1 3.1 7.7 3.0 44.3 43.6 50.2 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.5 0.1 0.4 2.6 0.0 1.2 0.0 2.7 0.1 Delay(s) 11.1 6.3 4.2 3.5 103 3.0 45.4 43.6 52.9 0.1 Level of Service B A A A B AD D D A Approach Delay (s) 6.2 9.9 44.5 10.3 Approach LOS A A D B Intersection Summary HCM Average Control Delay 9.2 HCM Level of Service A HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 107.7 Sum of lost time (s) 12.0 Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 lq 3: SH 119 & CR 3.5 short bkqrd PM 12/21/2004 C 4. 4\ t t 1 -' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' if r iri tt r ) f r 4 r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Said. Flow(prof) 1770 3539 1583 1770 3539 1583 1770 1583 1770 1583 Flt Permitted 0.12 1.00 1.00 0.08 1.00 1.00 0.62 1.00 1.00 1.00 Satd. Flow(perm) 229 3539 1583 156 3539 1583 1164 1583 1863 1583 Volume (vph) 95 172O 80 80 1320 40 200 0 200 10 0 40 Peak-hour factor, PHF 0.92 0.92 0.92 0.94 0.94 0.94 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 103 1870 87 85 1404 43 217 0 217 11 0 43 RTOR Reduction (vph) 0 0 34 0 0 17 0 0 134 0 0 0 Lane Group Flow(vph) 103 1870 53 85 1404 26 217 0 83 0 11 43 Turn Type pm+pt Penn pm+pt Penn pm+pt Penn pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 8 4 Free Actuated Green, G (s) 50.0 46.9 46.9 50.0 46.9 46.9 13.2 13.2 1.4 78.2 Effective Green, g (s) 52.0 47.9 47.9 52.0 47.9 47.9 14.2 14.2 2.4 78.2 Actuated g/C Ratio 0.66 0.61 0.61 0.66 0.61 0.61 0.18 0.18 0.03 1.00 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 233 2168 970 188 2168 970 272 287 57 1583 v/s Ratio Prot 0.02 c0.53 c0.02 0.40 c0.08 v/s Ratio Penn 0.27 0.03 0.28 0.02 c0.07 0.05 0.01 0.03 v/c Ratio 0.44 0.86 0.05 0.45 0.65 0.03 0.80 0.29 0.19 0.03 Uniform Delay, dl 7.3 12.4 6.1 12.8 9.7 6.0 30.4 27.6 37.0 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 4.8 0.1 1.7 1.5 0.1 14.9 0.6 1.7 0.0 Delay(s) 8.6 17.3 6.2 14.6 11.2 6.0 45.3 28.2 38.6 0.0 Level of Service A B A B B A D C D A Approach Delay (s) 16.4 11.3 36.8 7.9 Approach LOS B B D A Intersection Summary HCM Average Control Delay 16.5 HCM Level of Service B HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 78.2 Sum of lost time (s) 12.0 Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 ZD 22: CR26 & CR5 short bkgrd AM 12/15/2004 -D. 4- 4,- Movement EBL EBT WBT WBR SBL SBR Lane Configurations 1 V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 5 15 15 5 10 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 16 16 5 11 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX. platoon unblocked vC, conflicting volume 22 46 19 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 22 46 19 tC, single (s) 4A 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 99 99 cM capacity (veh/h) 1594 961 1059 Direction, Lane# EBT WB 1 SB 1 Volume Total 22 22 16 Volume Left 5 0 11 Volume Right 0 5 5 cSH 1594 1700 991 Volume to Capacity 0.00 0.01 0.02 Queue Length 95th (ft) 0 0 1 Control Delay (s) 1.8 0.0 8.7 Lalle LOS A A Approach Delay (s) 1.8 0.0 8.7 Approach LOS A Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 15.2% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 2-I 22: CR 26 & CR 5 short bkgrd PM 12/15/2004 Movement EBL EBT WBT "WBR SBL SBR Lane Configurations 4 1. M Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 5 10 10 10 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 11 11 11 5 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 22 38 16 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 22 38 16 tC, single (s) 4.1 8-4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 99 99 cM capacity (veh/h) 1594 971 1063 Direction. Lane`# EB i -WB d 561 Volume Total - 16 22 11 Volume Left 5 0 5 Volume Right 0 11 5 cSH 1594 1700 1015 Volume to Capacity 0.00 0.01 0.01 Queue Length 95th (ft) 0 0 1 Control Delay (s) 2.4 0.0 8.6 Lane LOS A A Approach Delay (s) 2.4 0.0 8.6 Approach LOS A Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 15.0% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 22- APPENDIX E z3 6: SH 119 & Fairview short total AM 12/21/2004 t —P• I ~ 4.- 41 t r " 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' $4 r ''S $4 r ' T1 ) A Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4:0 .,- Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.90 1.00 0.86 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Said. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 1671 1770 1605 Flt Permitted 0.05 1,00 1.00 0.15 1.00 1.00 0.71 1.00 0.75 1.00 Satd. Flow(perm) 87 3539 1583 272 3539 1583 1319 1671 1392 1605 Volume (vph) 125 1370 80 30 2085 75 15 5 10 20 5 55 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 136 1489 87 33 2266 82 16 5 11 22 5 60 RTOR Reduction (vph) 0 0 22 0 0 17 0 10 0 0 56 0 Lane Group Flow(vph) 136 1489 65 33 2266 65 16 6 0 22 9 0 Turn Type Prn+pt Penn pm+pt Penn pm+pt pm+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 4 Actuated Green, G (s) 92.4 85.4 85.4 83.2 80.8 80.8 7.4 5.8 7.4 5.8 Effective Green, g (s) 93.8 86.4 86.4 85.2 81.8 81.8 9.4 6.8 9.4 6.8 Actuated g/C Ratio 021 0.75 0.75 0.74 0.71 0.71 0.08 0.06 0.08 0.06 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 188 2654 1187 245 2513 1124 118 99 122 95 v/s Ratio Prot c0.05 0.42 0.00 c0.64 0.00 0.00 c0.00 0.01 v/s Ratio Perm 0.54 0.04 0.10 0.04 0.01 c0.01 v/c Ratio 0.72 0.56 0.05 0.13 0.90 0.06 0.14 0.06 0.18 0.09 Uniform Delay, dl 35.9 6.2 3.8 4.9 13.5 5.0 49.0 51.2 49.2 51.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.9 0.3 0.0 0.3 5.0 0.0 0.5 0.2 0.7 0.4 Delay(s) 48.8 6.5 3.8 5.1 18.4 5.1 49.6 51.4 49.9 ' 51.7 Level of Service D A A A B A D D D D Approach Delay(s) 9.7 17.8 50.5 51.2 Approach LOS A B D D Intersection Summary HCM Average Control Delay 15.4 HCM Level of Service B HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 115.2 Sum of lost time (s) 16.0 Intersection Capacity Utilization 82.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 Z4 6: SH 119 & Fairview short total PM 12/21/2004 J 7 I t 1 t r ` I J Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i tt r ) tt r ' vl A 11 I. Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1,00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.86 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 1596 1770 1592 Flt Permitted 0.07 1.00 1.00 0.07 1.00 1.00 0.38 1.00 0.64 1.00 Satd. Flow(perm) 128 3539 1583 130 3539 1583 713 1596 1198 1592 Volume (vph) 80 1860 60 30 1630 45 130 5 100 70 5 150 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 87 2022 65 33 1772 49 141 5 109 76 5 163 RTOR Reduction (vph) 0 0 22 0 0 19 0 94 0 0 86 0 Lane Group Flow(vph) 87 2022 43 33 1772 30 141 20 0 76 82 0 Turn Type pm+pt Perm pm+pt Perm pm+pt pm+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 4 Actuated Green, G (s) 60.2 57.0 57.0 58.4 56.1 56.1 15.8 11.8 14.2 11.0 Effective Green, g (s) 62.2 58.0 58.0 60.4 57.1 57.1 17.8 12.8 16.2 12.0 Actuated g/C Ratio 0.66 0.62 0.62 0.64 0.61 0.61 0.19 0.14 0.17 0.13 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 158 2177 974 141 2143 959 191 217 231 203 v/s Ratio Prot c0.02 c0.57 0.01 0.50 c0.04 0.01 0.01 0.05 v/s Ratio Perm 0.34 0.03 0.14 0.02 c0.10 0.04 v/c Ratio 0.55 0,93 0.04 0.23 0.83 0.03 0.74 0.09 0.33 0.40 Uniform Delay, dl 15.3 16.3 7.2 18.8 14.7 7.5 35.2 35.7 33.8 37.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.1 7.6 0.0 0.9 2.8 0.0 13.8 0.2 0.8 1.3 Delay (s) 19.4 23.9 7.2 19.6 17.5 7.5 49.0 35.8 34.6 39.2 Level of Service BC A BB A DD C D Approach Delay (s) 23.2 17.2 43.1 37.7 Approach LOS C B 0 D Intersection Summary HCM Average Control Delay 22.7 HCM Level of Service C HCM Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 94.3 Sum of lost time (s) 8.0 Intersection Capacity Utilization 84.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 ZS 3: SH 119 & WCR 3.5 short total AM 12/21/2004 —• ( 4— k%, .\ t r '* 1 J Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ft r 11 tat r 11 t r vi t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1_00 1.00 1.00 1.00 Frl 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1863 1583 Flt Permitted 0.05 1.00 1.00 0.23 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 96 3539 1583 421 3539 1583 1863 1863 1583 1863 1863 1583 Volume (vph) 200 1090 110 110 2045 70 25 5 25 55 5 120 Peak-hour factor, PHF 0.95 0.95 0.95 0.93 0.93 0.93 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 211 1147 116 118 2199 75 27 5 27 60 5 130 RTOR Reduction (vph) 0 0 31 0 0 23. 0 0 0 0 0 0 Lane Group Flow(vph) 211 1147 85 118 2199 52 27 5 27 60 5 130 Turn Type pm+pt Perm pm+pt Penn pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 Free 4 Free Actuated Green, G (s) 86.0 77.0 77.0 78.0 73.0 73.0 3.6 1.2 106.7 5.8 2.3 106.7 Effective Green, g (s) 88.0 78.0 78.0 80.0 74.0 74.0 5.6 2.2 106.7 7.8 3.3 106.7 Actuated g/C Ratio 0.82 0.73 0.73 0.75 0.69 0.69 0.05 0.02 1.00 0.07 0.03 1.00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 " Lane Grp Cap (vph) 236 2587 1157 392 2454 1098 95 38 1583 132 58 1583 v/s Ratio Prot co.08 0.32 0.02 0.62 0.01 0.00 c0.02 0.00 v/s Ratio Penn c0.66 0.05 0.21 0.03 0.01 0.02 c0.01 c0.08 v/c Ratio 0.89 0.44 0.07 0.30 0,90 0.05 0.28 0.13 0.02 0.45 0.09 0.08 Uniform Delay, d1 36.9 5.7 4.1 3.8 13.2 5.2 48.6 51.3 0.0 47.4 50.2 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 31.8 0.1 0.0 0.4 4.7 0.0 1.6 1.6 0.0 2.5 0.6 0.1 Delay (s) 68.7 5.8 4.1 4.3 18.0 5.2 50.3 52.9 0.0 49.9 50.9 0.1 Level of Service E A A A B ADD A DD A Approach Delay(s) 14.7 16.9 27.5 16.7 Approach LOS B B C B Intersection Summary - - HCM Average Control Delay 16.3 HCM Level of Service B HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 106.7 Sum of lost time (s) 8.0 Intersection Capacity Utilization 87.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 2(0 3: SH 119 & WCR 3.5 short total PM 12/21/2004 t l 1 4— 1 t f b 1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 tt r ) tat r vi t r ) t rf Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1863 1583 Flt Permitted 0.09 1.00 1.00 0.10 1.00 1.00 1.00 IMO 1.00 1.00 1.00 1.00 Satd. Flow(perm) 167 3539 1583 183 3539 1583 1863 1863 1583 1863 1863 1583 Volume (vph) 235 1715 80 80 1380 75 200 5 200 105 5 125 Peak-hour factor, PHF 0.92 0.92 0.92 0.94 0.94 0.94 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 255 1864 87 85 1468 80 217 5 217 114 5 136 RTOR Reduction (vph) 0 0 33 0 0 38 0 0 0 0 0 0 Lane Group Flow(vph) 255 1864 54 85 1468 42 217 5 217 114 5 136 Turn Type pm+pt Penn pm+pt Penn pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 Free 4 Free Actuated Green, G (s) 55.7 47.7 47.7 42.7 39.7 39.7 9.1 2.9 78.0 5.5 1.1 78.0 Effective Green, g (s) 56.7 48.7 48.7 44.7 40.7 40.7 11.1 3.9 78.0 7.5 2.1 78.0 Actuated g/C Ratio 0.73 0.62 0.62 0.57 0.52 0.52 0.14 0.05 1.00 0.10 0.03 1.00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 368 2210 988 186 1847 826 257 93 1583 173 50 1583 v/s Ratio Prot c0.11 c0.53 0.02 0.41 c0.08 0.00 0,05 0.00 v/s Ratio Penn 0.40 0.03 0.24 0.03 c0.04 c0.14 0.02 0.09 v/c Ratio 0.69 0.84 0.05 046 0.79 0.05 0.84 0.05 0.14 0.66 0.10 0.09 Uniform Delay, dl 18.3 11.6 5.7 11.7 15.2 9.2 33.0 35.3 0.0 34.1 37.0 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.6 3.1 0.0 1.8 2.4 0.0 21.6 0.2 0.2 8.7 0.9 0.1 Delay (s) 23.8 14.8 5.7 13.5 17.7 9.2 54.6 35.5 0.2 42.8 37.9 0.1 Level of Service C B A B B A D D A D D A Approach Delay (s) 15.4 17.1 27.5 19.9 Approach LOS B B C B Intersection Summary HCM Average Control Delay 17.4 HCM Level of Service B HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 78.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 79.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 27 27: SH 119 & R i/o short total AM 12/16/2004 4— i b Movement EBL EBT WBT WBR SBL - SBR Lane Configurations TT 1r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 0 2200 50 0 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 2391 54 0 27 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1000 pX, platoon unblocked vC, conflicting volume 2446 2391 1196 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2446 2391 1196 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 85 cM capacity (veh/h) 189 28 179 Direction, Lane# WB t WB 2' WB 3 -SB 1 Volume Total 1196 1196 54 27 Volume Left 0 0 0 0 Volume Right 0 0 54 27 cSH 1700 1700 1700 179 Volume to Capacity 0.70 0.70 0.03 0.15 Queue Length 95th (ft) 0 0 0 13 Control Delay (s) 0.0 0.0 0.0 28.7 L: I LOS D Approach Delay (s) 0.0 28.7 Approach LOS D Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 27: SH119 & Ri/o Short total PM 12/16/2004 Movement EBL EBT WBT% WBR SBL SBR Lane Configurations t r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 0 1480 40 0 55 Peak Hour Factor 0.92 0.92 0.94 0.94 0.92 0.92 Hourly flow rate (vph) 0 0 1574 43 0 60 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1000 pX, platoon unblocked vC, conflicting volume 1617 1574 787 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1617 1574 787 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 82 cM capacity (veh/h) 399 101 334 Direction, Lane# WB 1 WB.2 WB 3 ';SB 1 Volume Total 787 787 43 60 Volume Left 0 0 0 0 Volume Right 0 0 43 60 cSH 1700 1700 1700 334 Volume to Capacity 0.46 0.46 0.03 0.18 Queue Length 95th (ft) 0 0 0 16 Control Delay(s) 0.0 0.0 0.0 18.1 Lane LOS C Approach Delay (s) 0.0 18.1 Approach LOS C Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 1' 5: Access A & WCR 3.5 12/17/2004 short total AM Movement WBL WBR NBT NBR SBL SBT Lane Configurations Il r 4 r 'It Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 20 5 145 120 25 100 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 22 5 158 130 27 109 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) 885 pX, platoon unblocked vC, conflicting volume 321 158 288 vCt, stage 1 conf vol 158 vC2, stage 2 conf vol 163 vCu, unblocked vol 321 158 288 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 �—, p0 queue free °/0 97 99 98 cM capacity (veh/h) 692 888 1274 Direction, Lane# WB 1 WB 2 NB 1 -NB 2 SB 1 SB 2 Volume Total 22 5 158 130 27 109 Volume Left 22 0 0 0 27 0 Volume Right 0 5 0 130 0 0 cSH 692 888 1700 1700 1274 1700 Volume to Capacity 0.03 0.01 0.09 0.08 0.02 0.06 Queue Length 95th (ft) 2 0 0 0 2 0 Control Delay (s) 10.4 9.1 0.0 0.0 7S 0.0 Lane LOS v A A 11 Approach Delay (s) 10.1 0.0 1.6 Approach LOS B Intersection Summary - Average Delay 1.1 Intersection Capacity Utilization 24.3% ICU Level of Service A Analysis Period (min) 15 r Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 30 5: Access A & WCR 3.5 short total PM 12/17/2004 tc t t t `► 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations vi t T l 'it Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 35 20 155 85 20 180 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 38 22 168 92 22 196 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) 885 pX, platoon unblocked vC, conflicting volume 408 168 261 vC1, stage 1 conf vol 168 vC2, stage 2 conf vol 239 vCu, unblocked vol 408 168 261 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 94 98 98 cM capacity (veh/h) 643 876 1304 Direction, Lane# WB 1 WB 2 NB 1 NB 2 SB 1 SB2i" ` Volume Total 38 22 168 92 22 196 Volume Left 38 0 0 0 22 0 Volume Right 0 22 0 92 0 0 cSH 643 876 1700 1700 1304 1700 Volume to Capacity 0.06 0.02 0.10 0.05 0.02 0.12 Queue Length 95th (ft) 5 2 0 0 1 0 Control Delay (s) 11.0 9.2 0.0 0.0 7.8 0.0 Lane LOS B A A Approach Delay (s) 10.3 0.0 0.8 Approach LOS B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 24.8% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 _2% 11: Carlsbad & WCR 3.5 short total AM 12/16/2004 I "- t 1 t r �► 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR ` SBL SBT SBR Lane Configurations t r Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 10 0 40 20 0 5 15 45 90 25 65 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 0 43 22 0 5 16 49 98 27 71 5 Pedestrians Lane Width (ft) Walking Speed (f ls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 215 307 73 250 212 49 76 147 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 215 307 73 250 212 49 76 147 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4:1 tC. 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free °/0 98 100 96 97 100 99 99 98 cM capacity (veh/h) 721 589 988 657 665 1020 1523 1435 Direction, Lane# FBI WB 3 WB 2 t.NB 1 ' NB 2 N6 3' SS 1 {SB 2. Volume Total 54 22 5 16 49 98 27 76 Volume Left 11 22 0 16 0 0 27 0 Volume Right 43 0 5 0 0 98 0 5 cSH 920 657 1020 1523 1700 1700 1435 1700 Volume to Capacity 0.06 0.03 0.01 0.01 0.03 0.06 0.02 0.04 Queue Length 95th (ft) 5 3 0 1 0 0 1 0 Control Delay (s) 9.2 10.7 8.5 7.4 0.0 _ 0.0 7.8 - 0.0 Lane LOS A B A A A Approach Delay (s) 9.2 10.2 0.7 2.0 Approach LOS A B Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 24.4% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 32. 11: Carlsbad & WCR 3.5 12/16/2004 short total PM f — 7 1` +— k 1 1 1 , r Movement EBL EBT EBR WBL WBT WBR NBL. NBT - NBR SBL 'SBT - SBR Lane Configurations 4) '9 T. ') T r vi T' Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 5 0 20 100 0 15 55 75 45 15 80 10 Peak Hour Factor 0.92 0 0.92 0.92109 0 16 60 82 0.92 0_92 0_92 0.92 0 0.92 92 16 87 0.92 0.92 0.92 1 22 Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 342 375 92 342 332 82 98 130 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 342 375 92 342 332 82 98 130 0 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 A^ p0 queue free % 99 100 98 81 100 98 96 99 cM capacity (veh/h) 578 528 965 575 558 ' 978 1495 1455 Direction, Lane* €f3 1 WB' ` WB 2 -NB 1 NB 2 ' NB 3; SS 1, ;SB 2 Volume Total 27 109 16 60 82 49 16 98 Volume Left 5 109 0 60 0 0 16 0 Volume Right 22 0 16 0 0 49 0 11 cSH 851 575 978 1495 1700 1700 1455 1700 Volume to Capacity 0.03 0.19 0.02 0.04 0.05 0.03 0.01 0.06 Queue Length 95th (ft) 2 17 1 3 0 0 1 0 Control Delay (s) 9.4 12.7 8.7 7.5 0.0 0.0 7.5 0.0 Lane LOS A B A A r. A Approach Delay (s) 9.4 12.2 2.4 1.1 Approach LOS A B Intersection Summary Average Delay 5.1 Intersection Capacity Utilization 28.6% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 33 20: WCR 3.5 & Access F short total AM 12/16/2004 —. • 4-- 4\ r Movement EBT EBR" WE L =WBT - -NBL MR Lane Configurations I. 11 t r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 40 20 5 70 25 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 43 22 5 76 27 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 8 Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 65 141 54 vC1, stage 1 conf vol 54 vC2, stage 2 conf vol 87 vCu, unblocked vol 65 141 54 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 100 97 99 cM capacity (veh/h) 1537 820 1013 Direction, Lane# EB 1 W61 WB 2 '`NB 1 Volume Total 65 5 76 33 Volume Left 0 5 0 27 Volume Right 22 0 0 5 cSH 1700 1537 1700 984 Volume to Capacity 0.04 0.00 0.04 0.03 Queue Length 95th (ft) 0 0 0 3 Control Delay (s) 0.0 7.4 0.0 9.4 Lane LOS A A Approach Delay(s) 0.0 0.5 9.4 Approach LOS A Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 14.2% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 34 20: WCR 3.5 & Access F short total PM 12/16/2004 1 P Movement EBT EBR WBL WBT ?NBL NBR Lane Configurations t r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 55 40 5 65 40 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 60 43 5 71 43 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 8 Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume ' 103 163 82 vC1, stage 1 conf vol 82 vC2, stage 2 conf vol 82 vCu, unblocked vol 103 163 82 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 100 95 99 cM capacity (veh/h) 1489 805 978 Direction.Lane# EB 1 W61 WB 2 NB 1 Volume Total 103 5 71 49 Volume Left 0 5 0 43 Volume Right 43 0 0 5 cSH 1700 1489 1700 906 Volume to Capacity 0.06 0.00 0.04 0.05 Queue Length 95th (ft) 0 0 0 4 Control Delay (s) 0.0 7.4 0.0 9.6 Lane LOS A M Approach Delay(s) 0.0 0.5 9.6 Approach LOS A Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 15.3% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 3 22: WCR26 & WCR 5 short total AM 12/16/2004 ,< t t r `► 1 -' Movement EBL EBT EBR''WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1. '1 111 1. "i 1 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 10 20 5 35 15 5 5 10 30 10 35 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 22 5 38 16 5 5 11 33 11 38 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 22 27 168 144 24 177 144 19 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 22 27 168 144 24 177 144 19 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 IC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 98 99 98 97 99 95 99 cM capacity (veh/h) 1594 1587 738 724 1052 735 724 1059 Direction, Lane# EB 1 EB 2 WB 1 'WB 2 NB 1 NB SB 1 =SB 2 Volume Total 11 27 38 22 5 43 11 49 Volume Left 11 0 38 0 5 0 11 0 Volume Right 0 5 0 5 0 33 0 11 cSH 1594 1700 1587 1700 738 945 735 779 Volume to Capacity 0.01 0.02 0.02 0.01 0.01 0.05 0.01 0.06 Queue Length 95th (ft) 1 0 2 0 1 4 1 5 Control Delay (s) 7.3 - 0.0 7.3 0.0 9.9 9.0 10.0 9.9 Lane LOS A A A A A A Approach Delay (s) 2.1 4.7 9.1 9.9 Approach LOS A A Intersection Summary' Average Delay 6.8 Intersection Capacity Utilization 22.5% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 31a 22: WCR26 & WCR 5 short total PM 12/16/2004 "Ne C4— t , t r ki► I J Movement EBL EBT EBR `: WBL''WBT WBR NBL. NBT NBR SBL SBT SBR Lane Configurations ' 19 A Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 10 10 5 40 15 10 5 25 30 5 25 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 11 5 43 16 11 5 27 33 5 27 11 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 27 16 163 149 14 188 147 22 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 27 16 163 149 14 188 147 22 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 po queue free % 99 97 99 96 97 99 96 99 cM capacity (veh/h) 1587 1601 751 717 1066 709 719 1055 Direction. Lane# EB i EB;2 W81 WS 2. NB 1 NB 2 ,'SB 1 SB 2 Volume Total 11 16 43 27` 5 60 5 38 Volume Left 11 0 43 0 5 0 5 0 Volume Right 0 5 0 11 0 33 0 11 cSH 1587 1700 1601 1700 751 873 709 791 Volume to Capacity 0.01 0.01 0.03 0.02 0.01 0.07 0.01 0.05 Queue Length 95th (ft) 1 0 2 0 1 6 1 4 Control Delay (s) 7.3 0.0 7.3 0.0 9.8 9.4 10.1 9.8 Lane LOS A A A A B A Approach Delay (s) 2.9 4.5 9.5 9.8 Approach LOS A A Intersection Summary - Average Delay 7.0 Intersection Capacity Utilization 19.7% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew.1. Delich , P. E. Page 1 37 3: Access H & WCR26 short total AM 12/16/2004 t t r ` I Movement WBL WBR NBT NBR `=SBL SBT Lane Configurations V to 3 t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 15 10 25 5 5 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 16 11 27 5 5 27 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 68 30 33 vC1, stage 1 conf vol 30 vC2, stage 2 conf vol 38 vCu, unblocked vol 68 30 33 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 98 99 100 cM capacity (veh/h) 876 1045 1579 Direction, Lane# . WB 1 _N81.= SBi "SB 2 Volume Total 27 33 5 27 Volume Left 16 0 5 0 Volume Right 11 5 0 0 cSH 937 1700 1579 1700 Volume to Capacity 0.03 0.02 0.00 0.02 Queue Length 95th (ft) 2 0 0 0 Control Delay(s) 9.0 0.0 7.3 0.0 Lane LOS A A Approach Delay (s) 9.0 0.0 1.2 Approach LOS A Intersection Summary` - _ - - Average Delay 3.1 Intersection Capacity Utilization 14.2% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 33 3: Access H & WCR26 short total PM 12/16/2004 t t r 4 Movement WBL WBR NBT NBR -`SBL SBT- Lane Configurations V 1. '1 T Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 10 5 20 10 10 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 5 22 11 11 22 Pedestrians Lane Width (ft) Walking Speed ((Us) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 71 27 33 vC1, stage 1 conf vol 27 vC2, stage 2 conf vol 43 vCu, unblocked vol 71 27 33 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 99 99 99 cM capacity (veh/h) 871 1048 1579 Direction, Lane# WB 1 ' NB 1. SRC, SB 2. ' Volume Total 16 33 11 22 Volume Left 11 0 11 0 Volume Right 5 11 0 0 cSH 923 1700 1579 1700 Volume to Capacity 0.02 0.02 0.01 0.01 Queue Length 95th (ft) 1 0 1 0 Control Delay (s) 9:0 0.0 7.3 0.0 Lane LOS A A Approach Delay (s) 9.0 0.0 2.4 Approach LOS A Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 17.2% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 3`'P 5: WCR26 & Fairview short total AM 12/16/2004 Movement EBT ERR WBL ",WBT NBL NBR Lane Configurations to t ►rf Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 20 5 20 20 5 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 22 5 22 22 5 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 27 90 24 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 27 90 24 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 99 99 cM capacity (veh/h) 1587 898 1052 Direction, Lane# "EB 1 WB 1 WB 2 :NB 1 Volume Total 27 22 22 _ 16 Volume Left 0 22 0 5 Volume Right 5 0 0 11 cSH 1700 1587 1700 995 Volume to Capacity 0.02 " 0.01 0.01 0.02 Queue Length 95th (ft) 0 1 0 1 Control Delay (s) 0.0 7.3 0.0 8.7 Lane LOS A A Approach Delay (s) 0.0 3.7 8.7 Approach LOS A Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 17.8% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 5: WCR26 & Fairview short total PM 12/16/2004 Movement EBT ' EBR WBL', WBT . 'NBL NBR Lane Configurations T 15 t we Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 10 5 15 15 5 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 5 16 16 5 22 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 16 63 14 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 16 63 14 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 99 98 cM capacity (veh/h) 1601 934 1066 Direction, Lane'# EB 1 WB 1 WB 2 :>NB 1 Volume Total 16 16 16 27 Volume Left 0 16 0 5 Volume Right 5 0 0 22 cSH 1700 1601 1700 1037 Volume to Capacity 0.01 0.01 0.01 0.03 Queue Length 95th (ft) 0 1 0 2 Control Delay (s) 0.0 7.3 0.0 8.6 Lane LOS A A Approach Delay(s) 0.0 3.6 ' 8.6 Approach LOS A Intersection Summary Average Delay 4.6 Intersection Capacity Utilization 17.5% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 7: Access I & Fairview short total AM 12/16/2004 r< t t r ` i Movement WBL WBR NBT "NBR? SBL SBT` Lane Configurations Y 1. 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 30 5 10 10 0 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 33 5 11 11 0 27 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 43 16 22 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 43 16 22 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 97 99 100 cM capacity (veh/h) 967 1063 1594 Direction. Lane*. WB t Nl31' S$i Volume Total 38 22 27 Volume Left 33 0 0 Volume Right 5 11 0 cSH 980 1700 1594 Volume to Capacity 0.04 0.01 0.00 Queue Length 95th (ft) 3 0 0 Control Delay (s) 8.8 0.0 0.0 Lai ie L^vS A Approach Delay (s) 8.8 0.0 0.0 Approach LOS A Intersection Summary '>• Average Delay 3.9 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 12 7: Access I & Fairview short total PM 12/16/2004 4- t l 4 Movement WBL WBR NBT ' NBR SBL "'SBT Lane Configurations ►fir I. 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 20 0 25 35 5 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 22 0 27 38 5 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 73 46 65 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 73 46 65 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 98 100 100 cM capacity (veh/h) 927 1023 1537 Direction, Lane# - WB 1-----'14B Volume Total 22 65 22 Volume Left 22 0 5 Volume Right 0 38 0 cSH 927 1700 1537 Volume to Capacity 0.02 0.04 0.00 Queue Length 95th (ft) 2 0 0 Control Delay(s) 9.0 0.0 7.9 Lane LOS A A Approach Delay (s) 9.0 0.0 1.9 Approach LOS A Intersection Summary ' _ Average Delay 2.2 Intersection Capacity Utilization 15.2% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 4; APPENDIX F 44- 2: SH 119 & Fairview St. long bkgrd AM 12/21/2004 f l 1< 1 t t ' it I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 Tart r ' ttt r 'Pi) t r ti t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 0.97 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 5085 1583 1770 5085 1583 3433 1583 3433 1583 Fit Permitted 0.05 1.00 1.00 0.06 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(perm) 95 5085 1583 105 5085 1583 3433 1583 3433 1583 Volume (vph) 190 2180 170 85 2855 330 60 0 15 60 0 40 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow(vph) 200 2295 179 89 3005 347 63 0 16 63 0 42 RTOR Reduction (vph) 0 0 40 0 0 66 0 0 0 0 0 0 Lane Group Flow(vph) 200 2295 139 89 3005 281 63 0 16 63 0 42 Turn Type pm+pt Perm pm+pt Perm Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 Free Free Actuated Green, G (s) 85.2 77.2 77.2 80.4 74.8 74.8 3.2 101.0 3.2 101.0 Effective Green, g (s) 87.2 78.2 78.2 82.4 75.8 75.8 4.2 101.0 4.2 101.0 Actuated g/C Ratio 0.86 0.77 0.77 0.82 0.75 0.75 0.04 1.00 0.04 1.00 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 231 3937 1226 194 3816 1188 143 1583 143 1583 v/s Ratio Prot c0.08 0.45 0.03 0.59 c0.02 0.02 v/s Ratio Perm c0.67 0.09 0.34 0.18 0.01 0.03 v/c Ratio 0.87 0.58 0.11 0,46 0.79 0.24 044 0.01 0.44 0.03 Uniform Delay, dl 31.3 4.7 2.8 4.8 7.7 3.8 47.3 0.0 47.3 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.0 0.6 0.2 1.7 1.7 0.5 2.2 0.0 2.2 0.0 Delay(s) 58.3 5.3 3.0 6.5 9.4 4.3 49.4 0.0 49.4 0.0 Level of Service E A A A A A D A D A Approach Delay(s) 9.1 8.8 39.4 29.7 Approach LOS A A D C Intersection Summary HCM Average Control Delay 9.7 HCM Level of Service A HCM Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 101.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 84.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 .4 2: SH 119 & Fairview St. long bkgrd PM 12/21/2004 f 1 I t- 1 t t L 1 1 Movement EBL EBT EBR WBL -WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'I ttt r "i 'Mt i' )i T t' viva t ip Ideal Flow (vphpl) 1900 1900 1900 1900 1900 ' 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4A 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 0.97 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1_00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 5085 1583 1770 5085 1583 3433 1583 3433 1583 Flt Permitted 0.06 1.00 1.00 0.06 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 107 5085 1583 107 5085 1583 3433 1583 3433 1583 Volume (vph) 60 2900 120 85 2470 95 240 0 180 335 0 220 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow(vph) 63 3053 126 89 2600 100 253 0 189 353 0 232 RTOR Reduction (vph) 0 0 25 0 0 24 0 0 0 0 0 0 Lane Group Flow(vph) 63 3053 101 89 2600 76 253 0 189 353 0 232 Turn Type pm+pt Perm pm+pt Perm Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 Free Free Actuated Green, G (s) 71.7 68.6 68.6 71.7 68.6 68.6 11.0 97.7 11.0 97.7 Effective Green,g (s) 73.7 69.6 69.6 73.7 69.6 69.6 12.0 97.7 12.0 97.7 Actuated g/C Ratio 0.75 0.71 0.71 0.75 0.71 0.71 0.12 1.00 0.12 1.00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 151 3622 1128 151 3622 1128 422 1583 422 1583 v/s Ratio Prot 0.02 c0.60 c0.02 0.51 0.07 c0.10 v/s Ratio Perm 0.30 0.06 0.42 0.05 0.12 0.15 v/c Ratio 0.42 0.84 0.09 0.59 0.72 0.07 0.60 0.12 024 0.15 Uniform Delay, dl 9.1 10.1 4.3 16.6 8.3 4.2 40.6 0.0 41.9 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 2.6 0.2 5.8 1.3 0.1 2.3 0.2 13.4 0.2 Delay (s) 11.0 12.7 4.5 22.4 9.5 4.4 42.9 0.2 55.3 0.2 Level of Service BB A C A AD A E A Approach Delay(s) 12.3 9.7 24.6 33.5 Approach LOS B A C C Intersection Summary HCM Average Control Delay 13.8 HCM Level of Service B HCM Volume to Capacity ratio ^ 0.83 Actuated Cycle Length (s) 97.7 Sum of lost time (s) 12.0 Intersection Capacity Utilization 87.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 4 3: SH 119 & CR 3.5 long bkgrd AM 12/21/2004 1 41 t t " Movement EBL EBT EBR WBL WBT VI/BR NBL NBT NBR SBL SBT SBR Lane Configurations ttt P 1 ttt p 11 t t 1 try Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 5085 1583 1770 5085 1583 3433 1863 1583 1770 1863 1583 Flt Permitted 0.06 1.00 1.00 0.05 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 105 5085 1583 100 5085 1583 3433 1863 1583 1770 1863 1583 Volume (vph) 60 1975 220 190 3000 40 60 5 60 65 15 210 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow(vph) 63 2079 232 200 3158 42 63 5 63 68 16 221 RTOR Reduction (vph) 0 0 74 0 0 9 0 0 0 0 0 0 Lane Group Flow(vph) 63 2079 158 200 3158 33 63 5 63 68 16 221 Turn Type pm+pt Perm pm+pt Perm Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 Free Free Actuated Green, G (s) 73.2 70.0 70.0 86.8 78.6 78.6 3.2 1.5 109.9 6.6 4.9 109.9 Effective Green, g (s) 75.2 71.0 71.0 87.8 79.6 79.6 4.2 2.5 109.9 7.6 5.9 109.9 Actuated g/C Ratio 0.68 0.65 0.65 0.80 0.72 0.72 0.04 0.02 1.00 0.07 0.05 1.00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 135 3285 1023 274 3683 1147 131 42 1583 122 100 1583 v/s Ratio Prot 0.02 0.41 c0.08 c0.62 0.02 0.00 c0.04 0.01 v/s Ratio Penn 0.30 0.10 0.50 0.02 0.04 c0.14 v/c Ratio 0.47 0.63 0.15 0.73 0.86 0.03 0.48 0.12 0.04 0.56 0.16 0.14 Uniform Delay, dl 16.3 11.6 7.6 29.4 11.0 4.3 51.8 52.6 0.0 49.5 49.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 0.9 0.3 9.4 2.8 0.0 2.8 1.3 0.0 5.4 0.8 0.2 Delay (s) 18.8 12.6 8.0 38.8 13.8 4.3 54.5 53.9 0.0 54.9 50.4 0.2 Level of Service BB A D B ADD A DD A Approach Delay(s) 12.3 15.2 28.3 15.0 Approach LOS B B C g Intersection Summary HCM Average Control Delay 14.4 HCM Level of Service B HCM Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 109.9 Sum of lost time (s) 8.0 Intersection Capacity Utilization 81.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 A7 3: SH 119 & CR 3.5 long bkgrd PM 12/21/2004 f —• 1 te t 1 t r ti I 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 71 TTf P ) ttt P ti t P 'l t P Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 5085 1583 1770 5085 1583 3433 1863 1583 1770 1863 1583 Flt Permitted 0.06 1.00 1.00 0.06 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 113 5085 1583 117 5085 1583 3433 1863 1583 1770 1863 1583 Volume (vph) 220 2995 200 190 2210 90 350 20 350 40 10 90 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow(vph) 232 3153 211 200 2326 95 368 21 368 42 11 95 RTOR Reduction (vph) 0 0 51 0 0 31 0 0 0 0 0 0 Lane Group Flow(vph) 232 3153 160 200 2326 64 368 21 368 42 11 95 Turn Type pm+pt Penn pm+pt Penn Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 Free Free Actuated Green, G (s) 75.7 64.7 64.7 71.7 62.7 62.7 11.6 8.7 106.7 4.3 1.4 106.7 Effective Green, g (s) 77.7 65.7 65.7 73.7 63.7 63.7 12.6 9.7 106.7 5.3 2.4 106.7 Actuated g/C Ratio 0.73 0.62 0.62 0.69 0.60 0.60 0.12 0.09 1.00 0.05 0.02 1.00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 269 3131 975 236 3036 945 405 169 1583 88 42 1583 v/s Ratio Prot c0.10 c0.62 0.08 0.46 c0.11 0.01 0.02 0.01 v/s Ratio Perm 0.53 0.10 0.51 0.04 c0.23 0.06 v/c Ratio 0.86 1.01 0.16 0.85 0.77 0.07 0.91 0.12 0.23 0.48 0.26 0.06 Uniform Delay, dl 31.7 20.5 8.8 49.4 16.0 9.0 46.5 44.6 0.0 49.4 51.3 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 23.6 17.8 0.4 23.5 1.9 0.1 23.6 0.3 0.3 4.0 3.3 0.1 Delay(s) 55.3 38.3 9.1 72.9 17.9 9.2 70.1 44.9 0.3 53.4 54.6 0.1 Level of Service ED A E B A ED A D D A Approach Delay(s) 37.7 21.8 35.5 19.3 Approach LOS D C D R Intersection Summary HCM Average Control Delay 31.2 HCM Level of Service C HCM Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 106.7 Sum of lost time (s) 8.0 Intersection Capacity Utilization 95.0% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 4 22: CR26 & CR5 long bkgrd AM 12/15/2004 Movement FBL ',EBT WBT WBR SBL SBR Lane Configurations t + r I r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 35 65 175 35 85 110 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 37 68 184 37 89 116 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 221 326 184 vC1, stage 1 conf vol 184 vC2, stage 2 conf vol 142 vCu, unblocked vol 221 326 184 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free% 97 87 87 cM capacity (veh/h) 1348 686 858 Direction, Lane* = :ES 1 .1 r6 Z ifY6 !`"SIUB'2,'"SB 1;:-SS Z Volume Total 37 68 184 37 89 116 Volume Left 37 0 0 0 89 0 Volume Right 0 0 0 37 0 116 cSH 1348 1700 1700 1700 686 858 Volume to Capacity 0.03 0.04 0.11 0.02 0.13 0.13 Queue Length 95th (ft) 2 0 0 0 11 12 Control Delay(s) 7.7 0.0 0.0 ", 0.0 11.0 9.8 Lane LOS A is A Approach Delay (s) 2.7 0.0 10.4 Approach LOS B Intersection Summary - Average Delay 4.5 Intersection Capacity Utilization 27.3% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. / Page 1 `f 22: CR26 & CR5 long bkgrd PM 12/15/2004 44— t ` Movement ESL EBt 1A/BT `WBR 'SBL SBR ` Lane Configurations t t r vi r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 110 180 105 90 55 60 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 116 189 111 95 58 63 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 205 532 111 vC1, stage 1 conf vol 111 vC2, stage 2 conf vol 421 vCu, unblocked vol 205 532 111 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 92 89 93 cM capacity (veh/h) 1366 523 943 Direction, Lane*- ES 1 EE12 .WS 1`'W82- -SB 1 SB 2 Volume Total 116 189 111 95 58 63 Volume Left 116 0 0 0 58 0 Volume Right 0 0 0 95 0 63 cSH 1366 1700 1700 1700 523 943 Volume to Capacity 0.08 0.11 0.07 0.06 0.11 0.07 Queue Length 95th (ft) 7 0 0 0 9 5 Control Delay(s)' 7.9 0.0 0.0 0.0 12/ 9.1 Lane LOS A B A Approach Delay(s) 3.0 0.0 10.8 Approach LOS B Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 r-- APPENDIX G J f 6: SH 119 & Fairview long total AM 12/21/2004 --. -" —. I ~ 4\ t r '. 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL 5BT SBR Lane Configurations If ttt r ll ttt r vi) t r '5"; t fr Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 5085 1583 1770 5085 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.05 1.00 1.00 0.06 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 98 5085 1583 103 5085 1583 3433 1863 1583 3433 1863 1583 Volume (vph) 200 2495 170 85 2960 335 60 1 15 80 5 65 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow(vph) 211 2626 179 89 3116 353 63 1 16 84 5 68 RTOR Reduction (vph) 0 0 43 0 0 79 0 0 0 0 0 0 Lane Group Flow(vph) 211 2626 136 89 3116 274 63 1 16 84 5 68 Turn Type pm+pt Perm pm+pt Perm Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 Free Free Actuated Green, G (s) 87.1 78.9 78.9 74.3 71.1 71.1 4.0 1.2 107.3 4.0 1.2 107.3 Effective Green, g (s) 88.1 79.9 79.9 76.3 72.1 72.1 5.0 2.2 107.3 5.0 2.2 107.3 Actuated g/C Ratio 0.82 0.74 0.74 0.71 0.67 0.67 0.05 0.02 1.00 0.05 0.02 1.00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ^ Lane Grp Cap (vph) 267 3787 1179 138 3417 1064 160 38 1583 160 38 1583 v/s Ratio Prot c0.09 0,52 0.03 c0.61 0.02 0.00 c0.02 c0,00 v/s Ratio Perm 0.56 0.09 0.43 0.17 0.01 0.04 v/c Ratio 0.79 0.69 0.12 0.64 0.91 0.26 0.39 0.03 0.01 0.52 0.13 0.04 Uniform Delay, dl 35.8 7.2 3.8 9.5 14.9 7.0 49.7 51.5 0.0 50.0 51.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.6 0.6 0.0 9.9 4.2 0.1 1.6 0.3 0.0 3.1 1.6 0.1 Delay(s) 50.4 7.8 3.9 19.4 19.1 7.1 51.3 51.8 0.0 53.1 53.2 0.1 Level of Service D A A BB A DD A DD A Approach Delay (s) 10:5 17.9 41.0 30.1 Approach LOS B B D C Intersection Summary - HCM Average Control Delay 15.2 HCM Level of Service B HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 107.3 Sum of lost time (s) 16.0 Intersection Capacity Utilization 87.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 :e2. 6: SH 119 & Fairview long total PM 12/21/2004 - a t t `► 41 l Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ttt r ttt r ii) t r t r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1,00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 0.97 1.00 100 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 5085 1583 1770 5085 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.06 1.00 1.00 0.06 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 108 5085 1583 109 5085 1583 3433 1863 1583 3433 1863 1583 Volume (vph) 100 3150 120 85 2715 125 240 5 180 355 1 240 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow(vph) 105 3316 126 89 2858 132 253 5 189 374 1 253 RTOR Reduction (vph) 0 0 27 0 0 34 0 0 0 0 0 0 Lane Group Flow(vph) 105 3316 99 89 2858 98 253 5 189 374 1 253 Turn Type pm+pt Penn pm+pt Penn Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 Free Free Actuated Green, G (s) 72.3 68.3 68.3 70.5 67.4 67.4 11.7 1.2 104.7 12.1 1.6 104.7 Effective Green, g (s) 74.3 69.3 69.3 72.5 68.4 68.4 12.7 2.2 104.7 13.1 2.6 104.7 Actuated g/C Ratio 0.71 0.66 0.66 0.69 0.65 0.65 0.12 0.02 1.00 0.13 0.02 1.00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 156 3366 1048 141 3322 1034 416 39 1583 430 46 1583 v/s Ratio Prot c0.03 c0.65 0.02 0.56 0.07 0.00 c0.11 0.00 v/s Ratio Penn 0.45 0.06 0.41 0.06 0.12 c0.16 v/c Ratio 0.67 0.99 0.09 0.63 0.86 0.09 0.61 0.13 0.12 0.87 0.02 0.16 Uniform Delay, dl 20.2 17.2 6.4 50.9 14.4 6.7 43.6 50.3 0.0 45.0 49.8 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.9 12.2 0.0 8.9 2.5 0.0 2.5 1.5 0.2 16.8 0.2 0.2 Delay (s) 31.1 29.4 6.4 59.8 16.9 6.7 46.2 51.8 0.2 61.8 50.0 0.2 Level of Service CC A E B A DD A E D A Approach Delay (s) 28.6 17.7 26.8 37.0 Approach LOS C B C n Intersection Summary HCM Average Control Delay 24.8 HCM Level of Service C HCM Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 104.7 Sum of lost time (s) 8.0 Intersection Capacity Utilization 92.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 5 3: SH 119 & WCR 3.5 long total AM 12/21/2004 f ,< t t " 4 I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ti ttt r v ttt r 'r t r in f r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4M 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Said. Flow (prot) 3433 5085 1583 3433 5085 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 5085 1583 3433 5085 1583 3433 1863 1583 3433 1863 1583 Volume (vph) 380 1990 220 190 3040 210 60 15 60 155 30 285 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow(vph) 400 2095 232 200 3200 221 63 16 63 163 32 300 RTOR Reduction (vph) 0 0 82 0 0 84 0 0 0 0 0 0 Lane Group Flow(vph) 400 2095 150 200 3200 137 63 16 63 163 32 300 Turn Type Prot Penn Prot Perm Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Free Free Actuated Green, G (s) 13.0 70.2 70.2 10.1 67.3 67.3 3.2 14 110.4 6.7 6.9 110.4 Effective Green, g (s) 14.0 71.2 71.2 11.1 68.3 68.3 4.2 4.4 110.4 7.7 7.9 110.4 Actuated g/C Ratio 0.13 0.64 0.64 0.10 0.62 0.62 0.04 0.04 1.00 0.07 0.07 1.00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3M 3.0 3.0 3.0 Lane Grp Cap (vph) 435 3279 1021 345 3146 979 131 74 1583 239 133 1583 v/s Ratio Prot c0.12 0.41 0.06 c0.63 0.02 0.01 c0.05 c0.02 v/s Ratio Penn 0.09 0.09 0.04 c0.19 v/c Ratio 0.92 0.64 0.15 0.58 1.02 0.14 0.48 0.22 0.04 0.68 0.24 0.19 Uniform Delay, dl 47.6 11.8 7.7 47.4 21.1 8.8 52.0 51.3 0.0 50.2 48.4 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 24.2 0.4 0.1 2.4 20.5 0.1 2.8 1.5 0.0 7.8 0.9 0.3 Delay (s) 71.9 12.3 7.8 49.8 41.5 8.9 54.8 52.8 0.0 57.9 49.4 0.3 Level of Service E B ADD A DD A ED A Approach Delay(s) 20.6 40.0 30.3 22.4 Approach LOS C D C C Intersection Summary HCM Average Control Delay 31.0 HCM Level of Service C HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 110.4 Sum of lost time (s) 12.0 Intersection Capacity Utilization 90.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 54 3: SH 119 & WCR 3.5 long total PM 12/21/2004 f r 1 t P `► 1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )11 ttt r ti ttt r itl t r vi t r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 5085 1583 3433 5085 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 5085 1583 3433 5085 1583 3433 1863 1583 3433 1863 1583 Volume (vph) 505 2980 200 190 2290 245 350 35 350 270 20 300 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow(vph) 532 3137 211 200 2411 258 368 37 368 284 21 316 RTOR Reduction (vph) 0 0 82 0 0 127 0 0 0 0 0 0 Lane Group Flow(vph) 532 3137 129 200 2411 131 368 37 368 284 21 316 Turn Type Prot Pemi Prot Perm Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Free Free Actuated Green, G (s) 18.1 66.3 66.3 7.0 55.2 55.2 13.5 6.1 110.4 11.0 3.6 110.4 Effective Green, g (s) 19.1 67.3 67.3 8.0 56.2 56.2 14.5 7.1 110.4 12.0 4.6 110.4 Actuated g/C Ratio 0.17 0.61 0.61 0.07 0.51 0.51 0.13 0.06 1.00 0.11 0.04 1.00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 .-1 Lane Grp Cap (vph) 594 3100 965 249 2589 806 451 120 1583 373 78 1583 v/s Ratio Prot c0.15 cO.62 0.06 0.47 c0.11 c0.02 0.08 0.01 v/s Ratio Perm 0.08 0.08 cO23 0.20 v/c Ratio 0.90 1.01 0.13 0.80 0.93 0.16 0.82 0.31 0.23 0.76 0.27 0.20 Uniform Delay, dl 44.7 21.6 9.2 50.4 25.3 14.5 46.7 49.3 0.0 47.8 51.3 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.0 19.2 0.1 16.9 6.8 0.1 10.9 1.5 0.3 8.9 1.9 0.3 Delay (s) 60.7 40.7 9.2 67.3 32.1 14.6 57.5 50.8 0.3 56.7 - 53.1 0.3 Level of Service ED A ECB ED A ED A Approach Delay (s) 41.7 33.0 30.0 27.9 Approach LOS O C C C Intersection Summary HCM Average Control Delay 36.5 HCM Level of Service D HCM Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 110.4 Sum of lost time (s) 12.0 Intersection Capacity Utilization 89.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 re- 27: SH119 & Ri/o long total AM 12/16/2004 —. 4 t b 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ITT r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 0 3400 80 0 40 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 0 3579 84 0 42 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1000 pX, platoon unblocked vC, conflicting volume 3663 3579 1193 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3663 3579 1193 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 77 cM capacity (veh/h) 61 4 179 Direction, Lane* WB 1 WB`2 WB 3 -WB 4" SB 1 Volume Total 1193 1193 1193 84 42 Volume Left 0 0 0 0 0 Volume Right 0 0 0 84 42 cSH 1700 1700 1700 1700 179 Volume to Capacity 0.70 0.70 0.70 0.05 0,23 Queue Length 95th (ft) 0 0 0 0 22 Control Delay (s) 0.0 0.0 0.0 , 0.0 31.1 Lane LOS D Approach Delay(s) 0.0 31.1 Approach LOS D Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 :it1 27: SH 119 & R i/o 12/16/2004 long total PM <,. �. J Movement EBL- EBT WBT WBR SBL SBR Lane Configurations ttt r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 0 2645 80 0 80 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 0 2784 84 0 84 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1000 pX, platoon unblocked vC, conflicting volume 2868 ` 2784 928 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2868 2784 928 tC, single (s) 4.1 6.8 6.9 tC,2 stage (s) 3.5 3.3 tF (s) 2.2 p0 queue free % 100 100 69 cM capacity (veh/h) 128 15 270 Direction, Lane ft WB 1 WB 2 W03. WS 4 SB 1" Volume Total 928 928 , 928 84 84 Volume Left 0 0 0 0 0 Volume Right 0 0 0 84 84 cSH 1700 1700 1700 1700 270 Volume to Capacity 0.55 0.55 0.55 0.05 0.31 Queue Length 95th (ft) 0 0 0 0 32 Control Delay(s) 0.0 0.0 OM - 0.0 24.3 Lane LOS C Approach Delay (s) 0.0 24.3 Approach LOS C Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 5) 5: Access A & WCR 3.5 long total AM 12/21/2004 < < t r " Movement WBL WBR NBT NBR SBL SBT Lane Configurations 'girt t r "it Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 40 5 515 75 30 375 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 42 5 542 79 32 395 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) 885 pX, platoon unblocked vC, conflicting volume 1000 542 621 vC1, stage 1 conf vol 542 vC2, stage 2 conf vol 458 vCu, unblocked vol 1000 542 621 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 89 99 97 cM capacity (veh/h) 392 540 960 Direction, Lane* ' WB 1 WB°2 NB 1 NB 2 -SB.1. 'SB'21 - Volume Total 42 5 542 79 32 395 Volume Left 42 0 0 0 32 0 Volume Right 0 5 0 79 0 0 cSH 392 540 1700 1700 960 1700 Volume to Capacity 0.11 0.01 0.32 0.05 0.03 0.23 Queue Length 95th (ft) 9 1 0 0 3 0 Control Delay (s) 15.3 11/ 0.0 0.0 8.9 0.0 Lana LOS u A Approach Delay (s) 14.9 0.0 0.7 Approach LOS B Intersection Summary_ Average Delay 0.9 Intersection Capacity Utilization 37.1% ICU Level of Service A Analysis Period (min) 15 • Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 62 5: Amass A & WCR 3.5 long total PM 12/21/2004 C t t �► Movement WBL WBR NBT NBR SBL S8T Lane Configurations r ? r f Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 50 25 660 50 30 530 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 53 26 695 53 32 558 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) 885 pX, platoon unblocked vC, conflicting volume 1316 695 747 vC1, stage 1 conf vol 695 vC2, stage 2 conf vol 621 vCu, unblocked vol 1316 695 747 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 83 94 96 cM capacity (veh/h) 307 442 861 Direction,Lane S WB 1 WB 2 NB 1 NB 2 SB 1 SB 2` Volume Total 53 26 695 53 32 558 Volume Left 53 0 0 0 32 0 Volume Right 0 26 0 53 0 0 cSH 307 442 1700 1700 861 1700 Volume to Capacity 0.17 0.06 0.41 0.03 0.04 0.33 Queue Length 95th (ft) 15 5 0 0 3 0 Control Delay(s) 19.1 13.7 0.0 0.0 9.3 0.0 Lane LOS C Q A Approach Delay (s) 17.3 0.0 0.5 Approach LOS C Intersection Summary ' Average Delay 1.2 Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 ma=I 11 : Carlsbad & WCR 3.5 long total AM 12/21/2004 is l C 4- t 1 t t " 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '5 A t r Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 10 0 40 40 0 15 15 415 95 25 325 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 11 0 42 42 0 16 16 437 100 26 342 5 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 0 0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 882 966 345 905 868 437 347 537 vC1, stage 1 conf vol 397 397 468 468 vC2, stage 2 conf vol 484 568 437 400 vCu, unblocked vol 882 966 345 905 868 437 347 537 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 96 100 94 84 100 97 99 97 cM capacity (veh/h) 275 260 698 266 286 620 1212 1031 Direction, Lane# EB 1 WB 1 WB'2- `NB 1 14B 2 -NB 3 SB 1 SB 2_ Volume Total 53 42 16 16 437 100 26 347 Volume Left 11 42 0 16 0 0 26 0 Volume Right 42 0 16 0 0 100 0 5 cSH 534 266 620 1212 1700 1700 1031 1700 Volume to Capacity 0.10 0.16 0.03 0.01 0.26 0.06 0.03 0.20 Queue Length 95th (ft) 8 14 2 1 0 0 2 0 Control Delay(s) 12:5 21.0 11.0 8.0 0.0 ` 0.0 8.6 0.0 Larie LOS B C B A A Approach Delay (s) 12.5 18.3 0.2 0.6 Approach LOS B C Intersection Summary = Average Delay 2.0 Intersection Capacity Utilization 38.2% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 11: Carlsbad & WCR 3.5 long total PM 12/21/2004 i 1 c t 4\ t t `- 1 4/ Movement EBL ERT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations «T. 11 T. 1 ? r It i' Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 5 0 20 100 0 30 55 530 100 25 440 10 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 5 0 21 105 0 32 58 558 105 26 463 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 0 0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1226 1300 468 1211 1200 558 474 663 vC1, stage 1 conf vol 521 521 674 674 vC2, stage 2 conf vol 705 779 537 526 vCu, unblocked vol 1226 1300 468 1211 1200 558 474 663 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 97 100 96 46 100 94 95 97 cM capacity (veh/h) 188 192 595 195 208 529 1088 926 Direction,Lane# EB 1 WB'T WB 2 NB 1 NB 2 NB 3' SS 1 ' _SB 2 Volume Total 26 105 32 58 558 105 26 474 Volume Left 5 105 0 58 0 0 26 0 Volume Right 21 0 32 0 0 105 0 11 cSH 415 195 529 1088 1700 1700 926 1700 Volume to Capacity 0.06 0.54 0.06 0.05 0.33 0.06 0.03 '-0.28 Queue Length 95th (ft) 5 70 5 4 0 0 2 0 Control Delay(s) 14.3 43.3 12.2 8.5 0.0 0.0 •9.0 0.0 Lane LOS no n C D A Approach Delay (s) 14.3 36.2 0.7 0.5 Approach LOS B E Intersection Summary Average Delay 4.4 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 re 14: Access B & WCR a5 long total AM 12/21/2004 t t t Movement WBL WBR NBT NBR 561 SBT Lane Configurations ifIritr t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 15 5 365 75 30 340 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 16 5 384 79 32 358 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 805 384 463 vC1, stage 1 conf vol 384 vC2, stage 2 conf vol 421 vCu, unblocked vol 805 384 463 tC, single (s) 8.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 97 99 97 cM capacity (veh/h) 459 663 1098 Direction, Lane# WB 1 W52 NB 1 -'NB 2 SB 1 SB 2 Volume Total 16 5 384 79 32 358 Volume Left 16 0 0 0 32 0 Volume Right 0 5 0 79 0 0 cSH 459 663 1700 1700 1098 1700 Volume to Capacity 0.03 0.01 0.23 0.05 0.03 0.21 Queue Length 95th (ft) 3 1 0 0 2 0 Control Delay(s) 13.1 10.5 0.0 0.0 8.4 0.0 Lane LOS a a A Approach Delay (s) 12.5 0.0 0.7 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 34.9% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 r2 14: Access B & WCR 3.5 long total PM 12/21/2004 -- t t r ' 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t t• T Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 50 25 515 50 50 425 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 53 26 542 53 53 447 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX. platoon unblocked vC, conflicting volume 1095 542 595 vC1, stage 1 conf vol 542 vC2, stage 2 conf vol 553 vCu, unblocked vol 1095 542 595 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 85 95 95 cM capacity (veh/h) 359 540 981 Direction, Lane# WB 1 WB2 NB I -NB 2 "SB 1 SB 2 . Volume Total 53 26 542 53 53 447 Volume Left 53 0 0 0 53 0 Volume Right 0 26 0 53 0 0 cSH 359 540 1700 1700 981 1700 Volume to Capacity 0.15 0.05 0.32 0.03 0.05 0.26 Queue Length 95th (ft) 13 4 0 0 4 0 Control Delay(s) 16:7 12.0 0.0 0.0 8.9 0.0 Lang LOS A Approach Delay (s) 15.2 0.0 0.9 Approach LOS C Intersection Summary `--Average Delay 1.4 Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 iv3 17: Access C & WCR 3.5 long total AM 12/21/2004 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 15 T. '4 I ) t r vi 1* Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 15 0 60 20 0 10 15 255 100 35 290 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 16 0 63 21 0 11 16 268 105 37 305 5 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 0 0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 692 787 308 742 684 268 311 374 vC1, stage 1 conf vol 382 382 300 300 vC2, stage 2 conf vol 311 405 442 384 vCu, unblocked vol 692 787 308 742 684 268 311 374 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 Si 3.5 4.0 3.3 2.2 2.2 p0 queue free % 95 100 91 93 100 99 99 97 cM capacity (veh/h) 331 300 732 296 328 770 1250 1185 Direction,Lane# EB 1 EB 2 WB i WB 2 N8 1 .. NB 2- NB 3 ' SS 1 SB 2 Volume Total 16 63 21 11 16 268 105 37 311 Volume Left 16 0 21 0 16 0 0 37 0 Volume Right 0 63 0 11 0 0 105 0 5 cSH 331 732 296 770 1250 1700 1700 1185 1700 Volume to Capacity 0.05 0.09 0.07 0.01 0.01 0.16 0.06 - 0.03 0.18 Queue Length 95th (ft) 4 7 6 1 1 0 0 2 0 Control Delay (s) 16.4 10.4 18.1 9.7 7.9 0.0 0.0 8.1 0.0 Lane LOS C BC A A A Approach Delay (s) 11.6 15.3 0.3 0.9 Approach LOS B C Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 G,4. 17: Access C & WCR 3.5 long total PM 12/21/2004 f — ~ t 1 f r ', 4 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations If T ' 1. '5 T r A Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 5 0 30 100 0 25 60 405 75 25 345 15 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 5 0 32 105 0 26 63 426 79 26 363 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Raised Median storage veh) 0 0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1003 1055 371 1000 984 426 379 505 vC1, stage 1 conf vol 424 424 553 553 vC2, stage 2 conf vol 579 632 447 432 vCu, unblocked vol 1003 1055 371 1000 984 426 379 505 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage(s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 98 100 95 55 100 96 95 98 cM capacity (veh/h) 234 233 675 234 246 628 1180 1059 Direction, Lane# EB 1 EB2 WB i WB 2 NB 1 NB 2 NB 3 ;=SB 1 SB 2 Volume Total 5 32 105 26 63 426 79 26 379 Volume Left 5 0 105 0 63 0 0 26 0 Volume Right 0 32 0 26 0 0 79 0 16 cSH 234 675 234 628 1180 1700 1700 1059 1700 Volume to Capacity 0.02 0.05 0.45 0.04 0.05 0.25 0.05 0.02 0.22 Queue Length 95th (ft) 2 4 54 3 4 0 0 2 0 Control Delay(s) 20.8 10.6 32.5 11.0 8.2 0:0 0.0 8.5- 0.0 Lane. LOS C La D B A A Approach Delay (s) 12.0 28.2 0.9 0.6 Approach LOS B D Intersection Summary Average Delay 4.3 Intersection Capacity Utilization 46.9% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 7: WCR3.5 & Access D long total AM 12/21/2004 r< 4- 1 / Movement EBT EBR WBL WBT NBL `NBR Lane Configurations T r T 'sr Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 205 75 30 320 10 10 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 216 79 32 337 11 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 295 616 216 vC1, stage 1 conf vol 216 vC2, stage 2 conf vol 400 vCu, unblocked vol 295 616 216 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 98 98 99 cM capacity (veh/h) 1267 530 824 Direction, Lane# EB 1 EB 2 WB 1 WB 2 NB 1 N82 Volume Total 216 79 32 337 11 11 Volume Left 0 0 32 0 11 0 Volume Right 0 79 0 0 0 11 cSH 1700 1700 1267 1700 530 824 Volume to Capacity 0.13 005 ' 0:02 0.20 0.02 0.01 Queue Length 95th (ft) 0 0 2 0 2 1 Control Delay (s) 0.0 0.0 7.9 0.0 11.9 9.4 Laic LvS "n o Approach Delay(s) 0.0 0.7 10.7 Approach LOS B Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 27.5% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 Vt, 7: WCR 3.5 & Access D long total PM 12/21/2004 _, ~ 4\ P Movement EBT EBR WBL`WBT NBL- NBR Lane Configurations t r 1 19 r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 385 50 20 345 40 30 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 405 53 21 363 42 32 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 458 811 405 vC1, stage 1 conf vol 405 vC2, stage 2 conf vol 405 vCu, unblocked vol 458 811 405 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 22 3.5 3.3 p0 queue free % 98 91 95 cM capacity (veh/h) 1103 461 646 Direction,Lane# EB 1 EB2 WB 1 WB 2 ,NB 1 ' NB 2 Volume Total 405 53 21 363 42 32 Volume Left 0 0 21 0 42 0 Volume Right 0 53 0 0 0 32 cSH 1700 1700 1103 1700 461 646 Volume to Capacity 0.24 0.03 0.02 0.21 0.09 0.05 Queue Length 95th (ft) 0 0 1 0 8 4 Control Delay (s) 0.0 0.0 8.3 0.0 13.6 10.9 La.^.e LOS A v B Approach Delay (s) 0.0 0.5 12.4 Approach LOS B Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 30.3% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 15: WCR 3.5 & A cess E long total AM 12/21/2004 r Movement EBT'` EBR WBU`.tNBT NBL NBR - Lane Configurations t r in T tilr Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 170 45 30 335 15 10 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 179 47 32 353 16 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 226 595 179 vC1, stage 1 conf vol 179 vC2, stage 2 conf vol 416 vCu, unblocked vol 226 595 179 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 98 97 99 cM capacity (veh/h) 1342 535 864 Direction, Lane# EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 Volume Total 179 47 32 353 16 11 Volume Left 0 0 32 0 16 0 Volume Right 0 47 0 0 0 11 cSH 1700 1700 1342 1700 535 864 Volume to Capacity 0.11 0.03 0.02 0.21 0.03 0.01 Queue Length 95th (ft) 0 0 2 0 2 1 Control Delay (s) 0.0 0.0 7.7 0.0 11.9 9.2 L^..2 LOS s-•B A Approach Delay(s) 0.0 0.6 10.8 Approach LOS B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 27.6% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 (e1. 15: WCR 3.5 & Actress E long total PM 12/21/2004 ~ • •— C Movement EBT ' EBR WBL WBT :'NBL NBR Lane Configurations T r I T I r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 365 50 25 315 50 35 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 384 53 26 332 53 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 437 768 384 vC1, stage 1 conf vol 384 vC2, stage 2 conf vol 384' vCu, unblocked vol 437 768 3M tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 98 89 94 cM capacity (veh/h) 1123 475 663 Direction, Lane# EB 1 -EB 2 WB 1 WB 2 NB 1 NB Volume Total 384 53 26 332 53 37 Volume Left 0 0 26 0 53 0 Volume Right 0 53 0 0 0 37 cSH 1700 1700 1123 1700 475 663 Volume to Capacity 0.23 0.03 0.02 0.20 0.11 0.06 Queue Length 95th (ft) 0 0 2 0 9 4 Control Delay (s) 0.0 0.0 8.3 0.0 13.5 10.7 Lane LOS A B B Approach Delay (s) 0.0 0.6 - 12.4 Approach LOS B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 30.8% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 (0e) 20: WCR 3.5 & Access F long total AM 12/21/2004 -. '- 111r Movement - EBT EBR WBL WBT NBL NBR ' Lane Configurations T r vs t iri r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 150 30 60 335 30 30 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 158 32 63 353 32 32 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 189 637 158 vC1, stage 1 conf vol 158 vC2, stage 2 conf vol 479 vCu, unblocked vol 189 637 158 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 95 94 96 cM capacity (veh/h) 1384 499 887 Direction. Lane* EB 1 EB2 WB 1 :WB 2 ;NB 1 - NB 2 Volume Total 158 32 63 353 32 32 Volume Left 0 0 63 0 32 0 Volume Right 0 32 0 0 0 32 cSH 1700 1700 1384 1700 499 887 Volume to Capacity 0:09 : 0.02 0.05 ' 0.21 0.06` 0.04 Queue Length 95th (ft) 0 0 4 0 5 3 Control Delay (s) 0.0 0.0 7.7 0.0 12.7 9.2 Lane LOS A S A Approach Delay(s) 0.0 1.2 , 11.0 Approach LOS B Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 27.6% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 20: WCR 3.5 & Access F 12/21/2004long total PM ^ —* / 4— 41 r Movement EBT ` EBR WBL WBT -NBL NBR Lane Configurations t r S + vl r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 340 60 40 270 70 40 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 358 63 42 284 74 42 Pedestrians Lane Width (ft) Walking Speed (fl/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 421 726 358 vC1, stage 1 conf vol 358 v02, stage 2 conf vol 368 vet], unblocked vol 421 726 358 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 '— p0 queue free % 96 85 94 cM capacity (veh/h) 1138 487 686 Direction, Lane* EB 1 EB 2 WB 1;`WB 2 NB 1 NB;2 Volume Total 358 63 42 284 74 42 Volume Left 0 0 42 0 74 0 Volume Right 0 63 0 0 0 42 cSH 1700 1700 1138 1700 487 686 Volume to Capacity 0.21 0.04 0.04 0.17 0.15 0.06 Queue Length 95th (ft) 0 0 3 0 13 5 Control Delay (s) 0.0 0.0 8.3 0.0 13.7 10.6 Lane LOS A B B Approach Delay (s) 0.0 1.1 12.6 Approach LOS B Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 35.1% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 II 22: WCR26 & WCR 5 long total AM 12/21/2004 �' f "s i O 1 t I" L 1d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations "i t r li T I ) + (° "I T fr Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 25 35 130 125 80 35 50 50 80 85 140 55 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 26 37 137 132 84 37 53 53 84 89 147 58 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, confiding volume 121 174 568 474 37 547 574 84 vC1, stage 1 conf vol vC2, stage 2 cod vol vCu, unblocked vol 121 174 568 474 37 547 574 84 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 98 91 80 88 92 74 61 94 cM capacity (veh/h) 1466 1403 263 435 1035 342 382 975 Direction, Lane# EB 1 EB 2: EB 3 °WB 1 WB 2 WB 3 14B1 `NB 2 NB a SB i= SR 2 SB 3 Volume Total 26 37 137 132 84 37 53 53 84 89 147 58 Volume Left 26 0 0 132 0 0 53 0 0 89 0 0 Volume Right 0 0 137 0 0 37 0 0 84 0 0 58 cSH 1466 1700 1700 1403 1700 1700 263 435 1035 342 382 975 Volume to Capacity 0.02 0.02 0.08 0.09 0.05 0.02 0.20 0.12 0.08 0.26 0.39 0.06 Queue Length 95th (ft) 1 0 0 8 0 0 18 10 7 26 44 5 Control Delay (s) 7.5 0.0 0.0 7.8 0.0 0.0 22.1 14.4 8.8 19.2 20.2 8.9 Lame LOS A A C B A C C A Approach Delay (s) 1.0 4.1 14.0 17.7 Approach LOS B C Intersection Summary Average Delay 9.7 Intersection Capacity Utilization 34.3% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 7L 22: WCR26 & WCR 5 long total PM 12/21/2004 f I <- 461 t , ' 4 I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 t r li f r vi f r 'f f r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 60 85 125 85 50 90 135 125 120 55 100 35 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 63 89 132 89 53 95 142 132 126 58 105 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 147 221 537 542 89 639 579 53 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 147 221 537 542 89 639 579 53 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 96 93 55 67 87 75 72 96 cM capacity (veh/h) 1434 1348 318 399 968 232 380 1015 Direction, Lane# EB 1 `E82 EB 3 WB1: ;WB 2 WB 3- NBT NB 2 NB 3 SB 1 SB 2 (SB 3 Volume Total 63 89 132 89 53 95 142 132 126 58 105 37 Volume Left 63 0 0 89 0 0 142 0 0 58 0 0 Volume Right 0 0 132 0 0 95 0 0 126 0 0 37 cSH 1434 1700 1700 1348 1700 1700 318 399 968 232 380 1015 Volume to Capacity 0.04 0.05 0.08 0.07 0.03 0.06 0.45 0.33 0.13 0.25 0.28 0.04 Queue Length 95th (ft) 3 0 0 5 0 0 55 35 11 24 28 3 Control Delay (s) 7.6 0.0 0.0 7.9 0.0 0.0 25.2 18.4: 9.3 25.6 18.0 8.7 Lane LOS /^1 A V V /' Li 1, J., Approach Delay (s) 1.7 3.0 17.9 18.5 Approach LOS C C Intersection Summary Average Delay 10.8 Intersection Capacity Utilization 34.1% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 13 35: WCR26 & Access G long total AM 12/21/2004 7 1_ 1 r Movement EBT .EBR WBL WBT NBL NOR Lane Configurations 1 t Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 185 5 0 185 15 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 195 5 0 195 16 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 200 392 197 vC1, stage 1 conf vol 197 vC2, stage 2 conf vol 195 vCu, unblocked vol 200 392 197 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 100 98 99 cM capacity (veh/h) 1372 661 844 Direction, Lane# EB 1 WB 1 WB 2 NB 1 Volume Total 200 0 195 21 Volume Left 0 0 0 16 Volume Right 5 0 0 5 cSH 1700 1700 1700 699 Volume to Capacity 0:12 0.00 0.11 0.03 Queue Length 95th (ft) 0 0 0 2 Control Delay (s) 0.0 0.0 0.0 10.3 La11G Approach Delay (s) 0.0 0.0 10.3 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 20.0% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 24- 35: WCR26 & AccPss G long total PM 12/21/2004 ~ 1 P Movement EBT EBR WBL WBT .NBL .NBR' Lane Configurations 1' t V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 260 20 15 205 5 10 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 274 21 16 216 5 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 295 532 284 vC1. stage 1 conf vol 284 vC2, stage 2 coot vol 247 vCu, unblocked vol 295 532 284 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 99 99 99 cM capacity (veh/h) 1267 582 755 Direction, Lane* EB 1 WB 1 WS 2 `NB 1 Volume Total 295 16 216 16 Volume Left 0 16 0 5 Volume Right 21 0 0 11 cSH 1700 1267 1700 687 Volume to Capacity 0.17 0:01 0.13 0.02 Queue Length 95th (ft) 0 1 0 2 Control Delay (s) 0.0 7.9 0.0 10.4 Lane LOS A Approach Delay (s) 0.0 0.5 10.4 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 24.9% !CU Level of Service' A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 15 3: Access H & WCR26 long total AM 12/21/2004 t t Movement WBL WBR NBT NBR SBL SBT Lane Configurations I t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 15 20 170 5 5 195 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 16 21 179 5 5 205 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 397 182 184 vC1, stage 1 conf vol 182 vC2, stage 2 conf vol 216 vCu, unblocked vol 397 182 184 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 98 98 100 cM capacity (veh/h) 656 861 1391 Direction, Lane# WB 1 NB1 SB 1 $6 2 Volume Total 37 184 5 205 Volume Left 16 0 5 0 Volume Right 21 5 0 0 cSH 759 1700 1391 1700 Volume to Capacity 0.05 0.11 0.00 0.12 Queue Length 95th (ft) 4 0 0 0 Control Delay (s) 10.0 0.0 7.6 0.0 Lane LOS rk A A Approach Delay (s) 10.0 0.0 0.2 Approach LOS A Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 20.3% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 3: Access H & WCR26 12/21/2004long total PM I t t r Movement WBL WBR NBT NBR - SBL SBT Lane Configurations t Free Sign Control Stop Free Grade 0% 0% 0% Volume (veh/h) 15 10 270 20 15 195 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 16 11 284 21 16 205 Pedestrians Lane Width (ft) Walking Speed (fVs) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 532 295 305 vC1, stage 1 conf vol 295 vC2, stage 2 conf vol 237 vCu, unblocked vol 532 295 305 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF(s) 3.5 3.3 2.2 p0 queue free % 97 99 99 cM capacity (veh/h) 582 745 1256 Direction, Lane4t WB 1, NB'-1 W1 -=38 2 Volume Total 26 305 16 205 Volume Left 16 0 16 0 Volume Right 11 21 0 0 cSH 638 1700 1256 1700 Volume to Capacity 0.04 0.18 0.01 0.12 Queue Length 95th (ft) 3 0 1 0 Control Delay (s) 10.9 0.0 7.9 0.0 B Lane LOS Approach Delay(s) 10.9 0.0 0.6 Approach LOS B Intersection`Summary Average Delay 0.7 Intersection Capacity Utilization 25.4% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Page 1 Matthew J. Delich , P. E. 71 5: WCR26 & Fairview long total AM 12/21/2004 —► `i j s— 1 t Movement EBT , EBR WBL WBT. NBL NBR - Lane Configurations t r t P Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 160 50 30 180 20 15 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 168 53 32 189 21 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 221 421 168 vC1, stage 1 conf vol 168 vC2, stage 2 conf vol 253 vCu, unblocked vol 221 421 168 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free% 98 97 98 cM capacity(veh/ti) 1348 631 876 Direction, Lane# EB 1 EB 2 WB 1 -WB 2 NB 1 NB 2 Volume Total 168 53 32 189 21 16 Volume Left 0 0 32 0 21 0 Volume Right 0 53 0 0 0 16 cSH 1700 1700 1348 1700 631 876 Volume to Capacity 0.10 0.03 0.02 0.11 0.03 0.02 Queue Length 95th (ft) 0 0 2 0 3 1 Control Delay (s) 0.0 0.0 7.7 0.0 10.9 9.2 ono (IQ A A Approach Delay(s) 0.0 1.1 102 Approach LOS B Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 25.1% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 1c 5: WCR26 & Fairview 12/21/2004 long total PM --. 1 4 .— 1 r Movement EBT EBR WBL WEST -NBL NBR Lane Configurations t r 'S f 'sr Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 235 20 50 160 60 55 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate(vph) 247 21 53 168 63 58 Pedestrians Lane Width (ft) Walking Speed (ff/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 268 521 247 vC1, stage 1 conf vol 247 vC2. stage 2 cunt vol 274 vCu, unblocked vol 268 521 247 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 96 89 93 cM capacity(veh/h) 1295 575 791 Direction. Lane# EB 1 EB`2 WB 1 'WB 2 =NB 1 N6 2 Volume Total 247 21 53 168 63 58 Volume Left 0 0 53 0 63 0 Volume Right 0 21 0 0 0 58 cSH 1700 1700 1295 1700 575 791 Volume to Capacity 0.15 0.01 0.04 0.10 0.11 0.07 Queue Length 95th (ft) 0 0 3 0 9 6 Control Delay (s) 0.0 0.0 7.9 0.0 12.0 9.9 LOS A 0 A Lane wo Approach Delay (s) 0.0 1.9 11.0 Approach LOS B Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 29.0% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Page 1 Matthew J. Delich , P. E. .4 7: Access I & Fairview long total AM 12/16/2004 I f r Movement WBL WBR NBT NBR SBL SBT Lane Configurations V 1 t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 25 10 25 10 5 75 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 26 11 26 11 5 79 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 121 32 37 vC1, stage 1 conf vol 32 vC2, stage 2 conf vol 89 vCu, unblocked vol 121 32 37 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 97 99 100 cM capacity (veh/h) 832 1042 1574 Direction, Lane# WB 1 NB I SB 1= SB2 Volume Total 37 37 5 79 Volume Left 26 0 5 0 Volume Right 11 11 0 0 cSH 883 1700 1574 1700 Volume to Capacity 0.04 0.02 0.00 0.05 Queue Length 95th (ft) 3 0 0 0 Control Delay(s) 9.3 0.0 7.3 0.0 Lane LOS A A Approach Delay (s) 9.3 0.0 0.5 Approach LOS A Intersection Summary Y Average Delay 2.4 Intersection Capacity Utilization 14.2% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 `SO 7: Access I & Fairview 12/16/2004 long total PM Movement WBL WBR NBT NBR SBL SBT Lane Configurations '9 I' vi t Free Sign Control Stop Free Grade 0% 0% 0% Volume (veh/h) 10 10 105 35 10 60 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 63 0 95 Hourly flow rate (vph) 11 11 111 37 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked 147 vC, conflicting volume 213 129 vC1, stage 1 conf vol 129 vC2, stage 2 conf vol 84 7 vCu, unblocked vol 213 129 14 4 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % '' ' 99 99 99 1434 cM capacity (veh/h) 768 921 Direction, Lane# WB 1 NB 1 SB 1 c SB 2 Volume Total 21 147 11 63 Volume Left 11 0 11 0 Volume Right 11 37 0 0 cSH 837 1700 1434 1700 Volume to Capacity 0.03 0.09 0.01 0.04 Queue Length 95th (ft) 2 0 1 0 Control Delay (s) t4 0.0 7.5 0.0 Lane LOS A A Approach Delay (s) 9.4 0.0 1.1 Approach LOS A Intersection Summary Average Delay 1.1 A Intersection Capacity Utilization 18.3% ICU Level of Service Analysis Period (min) 15 Synchro 6 Light Report Page 1 Matthew J. Delich , P. E. '0I Hello