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HomeMy WebLinkAboutTraffic Impact Study 'Re cl') }(9" 9'? MAYFLOWER SITE TRANSPORTATION IMPACT STUDY DECEMBER 1997 Prepared for: Browning Investments Prepared By: Pflum,Klausmeier& Gehrum Consultants, Inc. 47 South Pennsylvania Street, 9th Floor Indianapolis, Indiana 46204-3622 317.636.1552 Cincinnati, Ohio • Hudson, Ohio PREPARER QUALIFICATIONS I certify that this Transportation Impact Study has been prepared by me or under my direct supervision and that I have experience and training in the field of traffic and transportation engineering. r} . . • • Thomas E. Ford, P.E. Indiana Registration # 20835 Pflum, Klausmeier& Gehrum Consultants, Inc. TABLE OF CONTENTS INTRODUCTION 2 DESCRIPTION OF SITE 2 EXISTING ROADWAY NETWORK 5 EXISTING TRAFFIC VOLUMES 5 FUTURE TRAFFIC VOLUMES 6 • SITE GENERATED TRAFFIC 6 EXISTING OPERATING CHARACTERISTICS 10 FUTURE TRAFFIC VOLUMES AND OPERATING CONDITIONS 11 RECOMMENDATIONS 12 APPENDIX 24 1 INTRODUCTION This Transportation Impact Study has been prepared for Browning Investments with respect to their plans to redevelop nearly 118 acres associated with the Mayflower site located along the west side of US 421 (Michigan Road) between 96th Street and 106th Street in Hamilton County, Indiana. The general site is shown on Figure 1. This Transportation Impact Study is based upon the following referenced sources: 1. A conceptual site plan provided by Browning Investments; 2. A Traffic Impact Analysis Report completed by A & F Engineers in July 1996 for a proposed Marsh Supermarket and Village Pantry in the northeast corner of the US 421 (Michigan Road) and 106th Street intersection; 3. Conversations with Mr. Mark Monroe of the Carmel Department of Community Services: 4. Conversations with Mr. James W. Browning of Browning Investments: 5. Traffic volumes recorded by PKG Consultants, Inc. on December 9, 10, and 11, 1997; 6. Reference to Trip Generation, 5th Edition, as published by the Institute of Transportation Engineers; 7. Reference to Highway Capacity Manual, and its associated computer software, as set forth by the Transportation Research Board; and 8. General knowledge of the area by PKG Consultants, Inc. from previous work over the past 25 years. DESCRIPTION OF SITE Browning Investments is proposing to redevelop approximately 118 acres in southwestern Hamilton County, which was formerly occupied by the Mayflower Company. The conceptual plans for the site include the reuse of the existing Mayflower offices and the creation of additional office space to total approximately 200,000 GSF. In addition, approximately 800,000 GSF of Warehouse / Industrial Park buildings will be renovated or created on the site. Figure 2 is a conceptual plan for the site. 2 106th Street ca) L 0 s N or- co o N. 2, u 96th Street i FIGURE 1 b VICINI—Y MAP I 3 \\_ 1110 ‘A t, `,- BLOCK 5 21 47 At. N et t O ISM AR pM Tu 1 a . M 8 •%.1... lie �811 O. `',A(:.....N. r 2D]!A0. BWCK 2 5.42 A. 1:: :/ vsS (\\ 1 Al a .a a. • BLOCK 7 11.1111 AR. • ,--.1 1 IS . r ,. .e.S.+ 1 i .5p- .1 0 •=,e••• 1' 96T11 STREET FIGURE 2 My:Far BROWNING Mayflower Park =,,,:e.,, ON Rani M MSE Corporation o to200 wo EXISTING ROADWAY NETWORK US 421 (Michigan Road) is a major route linking Indianapolis and other cities in northwestern Indiana. The most recent Comprehensive Plan for the Carmel/Clay Township area identifies it as a Primary Arterial and recommends a minimum right-of-way of 120 feet. US 421 is currently a two lane roadway with gravel shoulders on either side between major intersections. As US 421 approaches 96th Street from the north, it widens to five lanes. US 421 widens to 4 lanes as it approaches 106th Street from the south. US 421 is currently scheduled to be widened from 96th Street to north of 116th Street in Boone County. The plans are being prepared at the direction of the Indiana Department of Transportation which maintains the road. Construction is currently scheduled to begin in 1998. Both 96th Street ana 106th Street are county roads with 1 lane in each direction. They both widen as they intersect US 421. Traffic entering the intersections of US 421 at 96th Street and at 106th Street is controlled by automatic traffic signals that are responsive to the varying traffic volumes arriving at the intersections throughout the day. The intersection of US 421 at 106th Street is currently under construction to add a westbound right turn lane. EXISTING TRAFFIC VOLUMES Existing traffic volumes were recorded by Pflum, Klausmeier & Gehrum Consultants, Inc. on December 9, 10, and 11, 1997 for the purposes of this study. Mechanical tube counters were used to record daily volumes that were supplemented by manual turning movement counts at the 96th 5 Street and 106th Street intersections on US 421 during the critical AM and PM peak hours. Figure 3 provides the existing traffic volumes for AM peak and PM peak time periods. FUTURE TRAFFIC VOLUMES In accordance with the Memorandum of Understanding between PKG and Mr. Mark Monroe of the Carmel Department of Community Services, a background growth rate of 3 % per year was used for this study. This is consistent with previous reports in the area and accounts for development outside the limits of this study area. In addition, six (6) additional vacant parcels were identified that are believed ready for development in the immediate vicinity of this site. Figure 4 provides the general location of these vacant parcels and their potential land uses. Parcel 1 is currently being developed as a Marsh Supermarket and a Village Pantry. A Traffic Impact Analysis was recently completed-by A & F Engineering for parcel 1 and the estimated traffic volumes used in this report have been taken directly from the A & F report. Also. the Ashbrooke residential community (identified as vacant parcel number 3) has been assumed to be at least 67% completed. Therefore, two thirds of the traffic generated by Ashbrooke is already on the roadway network. The remaining one third was added for the purposes of this study. Table 1 provides the additional traffic volumes for the AM and PM peak hours associated with each individual parcel, and the total volumes added to the street system for analysis purposes. SITE GENERATED TRAFFIC The site generated trips associated with this redevelopment of the Mayflower site were determined as per the methods set forth in the 5th Edition of Trip Generation as published by the Institute of Transportation Engineers. As stated earlier, 200,000 GSF of office space and 800,000 GSF of warehouse / industrial park building space is envisioned for this site. The ITE Land Use code for the office space is 750 (Office Park) and a decision was made to use the highest traffic generating category between the warehouse and industrial park land uses. It was determined that the industrial park land use (ITE Land Use code 130) generates the highest volumes of traffic, therefore it was used for this study. Table 2 provides the results of the site generated trip estimations. 6 TABLE 1 TRIP GENERATION ASSOCIATED WITH VACANT PARCELS AM PM Parcel Number/Land Use In Out In Out Parcel 1 /Marsh Store&Village Pantry 174 104 506 489 Parcel 2/Hamilton Business Park 733 258 1,213 1,482 Parcel 3/Ashbrooke Residential 38 109 131 71 Parcel 4/Hamilton Center 127 75 415 415 Parcel 5/General Office 399 49 71 347 Parcel 6/Residential 51 145 176 95 Sub Total 1,522 740 2,512 2,899 (Pass-By Reduction for Parcel 1) (-70) (-47) (-178) (-173) (Two-Thirds Reduction for Ashbrooke) (-25) (-73) (-88) (-48) TOTAL 1,427 620 2,246 2,678 TABLE 2 SITE GENERATED TRAFFIC AM PM Land Use In Out In Out 200,000 GSF Office Building 364 45 49 278 800,000 GSF Industrial Park Buildings 485 107 109 411 No reduction in trips has been assumed due to pass-by or captured trip reduction because of the nature of this development. 7 J J NpN 106th Street ) \`� 27 (52) (20) 4 (34) 7 22 1874 (68) (91) 55 —� o W� a) copW 3W W r•s,E01.A n/a{� -0 w o" Qro o n .) W SITE �2, 9� n/a{—/ ^off pN „0 3 3 iW \\ A AL CO-3ln 96th Street 1\ n/a NI`— 70 (54) n/ate 712 (405) (76)246) 112�- 443 (481) (727) 377 (405) 226m No0 XXX = AM FIGURE 3 (XXX) = PM EXISTING TRAFFIC VOLUMES 8 0) ii GEN. OFF ICE I RESIDENTIAL 0 COMM. CEIJ ER •. • l HUS. i< \ 4 �- 0 0 I \� N BUS. ' RESIDENTIAL PARK 0 CY W z 1 cc \ . I 0 CO id SITE U' 9• TH \\\ FIGURE 4 9 EXISTING OPERATING CHARACTERISTICS The limits for this study included two major intersections as critical intersections: 1. US 421 @ 96th Street; and 2. US 421 @ 106th Street. These intersections were analyzed for existing traffic volumes with the existing lanes and traffic signal parameters. This was done using the latest version of the Highway Capacity Software (HCS) associated with the Highway Capacity Manual as published by the Transportation Research Board. These analyses result in a Level of Service (LOS) rating which is a standard measure of driver comfort as they pass through the intersections. For clarification purposes, the following table has been prepared which sets forth the various LOS ratings and their associated range of delay per vehicle. Figure 5 provides the LOS ratings for the critical intersections identified above during the AM and PM peak hours for the existing conditions. These were used as a basis to determine the impact on the street system due to the background growth,vacant parcels, and site generated traffic. LEVEL OF SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS LOS Rating Delay per Vehicle(Seconds) Description A <5.0 Most vehicles do not stop at all B > 5.0 and _< 15.0 More vehicles stop than for LOS A C >15.0 and <_25.0 The number of vehicles stopping is significant,although many pass through without stopping. D >25.0 and <_40.0 Many vehicles stop. Individual cycle failures are noticeable E >40.0 and <_60.0 Considered to be the limit of acceptable delay. Individual cycle failures are frequent. F >60.0 Unacceptable delay. 10 FUTURE TRAFFIC VOLUMES AND OPERATING CONDITIONS Capacity analyses were completed on the critical intersections and the proposed site drives for future conditions during the AM and PM peak hours. This was done for the various traffic conditions listed below: A. Existing traffic volumes plus 10 years of background growth (3% per year); B. Scenario A above plus vacant parcel generated traffic; C. Scenario A above plus site generated traffic; D. Scenario A above plus vacant parcel and site generated traffic; E. Scenario A above plus vacant parcel and site generated traffic with roadway improvements; and F. Scenario C above with roadway improvements. The future volumes were distributed on the roadway network in similar patterns to previously completed traffic impact studies completed in the area. Figures 6, 7, 8, and 9 provide the anticipated AM and PM traffic volumes associated with conditions A, B, C, and D above. The completion of the capacity analyses yielded LOS ratings for individual traffic movements and the overall intersections. These ratings are provided on Figures 10, 11, 12, and 13. The analyses for future conditions C and D include the site drives on US 421 and 96th Street. Based on the analyses completed, the two critical intersections included in this study will be over capacity due to the background growth in existing traffic within the next 10 years. The extra traffic generated by development will only exacerbate the situation. The planned improvements by the Indiana Department of Transportation will; however, allow for the additional traffic volume increases. Based on this analysis, a traffic signal could be warranted at the intersection of U.S. 421 (Michigan Road) and the Mayflower South Drive due to the heavy volumes on U.S. 421. This should be monitored and, if installed, the signal should be fully actuated and interconnected with the existing signals at 96th Street and 106th Street. 11 RECOMMENDATIONS • Based on this study it is recommended that the existing intersections on U.S. 421 (Michigan Road) at the Mayflower North Drive and the Mayflower South Drive be enhanced by formalizing the northbound shoulder into a driving lane and creating passing blisters. • The intersection on U.S. 421 (Michigan Road) at the Mayflower South Drive should be closely monitored to determine when a traffic signal is warranted. A fully actuated, interconnected traffic signal should then be installed at this location. Copies of the capacity analyses can be found in the Appendix for closer evaluation. 12 fiO:j 106th Street )9%367 ) \� (—/ B (B) }c (D) B (C)S—•-- /r ) \ (y. d9 ci,y9 n/a{-\ -o \\, .5 0 /� V 0.o N SITE .�2, n/a{� 9 fl �r• JJ96th Street )6c3c ) I\ n/a—/ D CC)-' * (E) }C x (B) E (F)m \Vid d JJ 11- FIGURE 5 X X X = AM LEVEL OF SERVICE (XXX) = PM EXISTING TRAFFIC VOLUMES & GEOVIETRICS 13 )5>o -,�J J `0N Won 106th Street ) \\� \— 36 (70) (27) 8 —/ F 113 (46) (103) 30 /— 234 (91) (122) 74 —\ ✓N`° n/a{-\ 0r^ �--- C•N 9° G SITE ?, 9q n/a l- r,0=1 9 9 NJ� 0. 3 3 J 1QI Q 0� 96th Street ) 1� \-- n/a 94 (73) n/a--, (331) (102) 52 —'/ -2 85 (200) n/a (646) (331) 151 /— (544) 304m ` ooWS Jn 1 IL XXX = AM FIGURE 6 (XXX) = PM EXISTING TRAFFIC Pzi PLUS BACKGROUND GROWTH 14 G^ J, � :po� ��O 106th Street ) \\' 118 (195) (85) 39 —/ 146 (155) (207) 68 —.-- /r' 270 (143) (146) 88 N Na`O W''N r'L16` 'O O /-- O C. O cro,j • ?j U_ N J✓'-r-3 ,--.N J0N 96th Street ) \ \—408 (240) (213) 122— f 290 (201) (333) 152 /r 604 <652) (544) 304— \c o �N r% O O N�� IL FIGURE 7 XXX = AM EXISTING PLUS BACKGROUND (XXX) = PM PLUS VACANT SITE GENERATED TRAFFIC 15 Cato J OW 106th Street / \\... \- 36 (70) <103) 30 319 <07 r ) (130) 116 �Wi No) 01 �� NW NQ' )) \ ✓Npi (34) 8 -# (34) 8 1 O N✓ c. �A �� SITE .?, o, (277) 61-# (241) 52-y N� �^ 5-� N" �N vs, J co� �A� � N.. 96th Street ) i� 85 (16) "-179 (89) J/ ---957(544) (102) 52� -'-330 (208) C8) 43 (365) 159 ,-595 (646) (977) 508-.-- (579) 312-\ N- \% \ �� ilL FIGURE 8 XXX = AM EXISTING PLUS BACKGROUND (XXX) = PM a PLUS SITE GENERATED TRAFFIC 16 ✓r, r JN� \) \ 106th Street ) \`� 118 (195) <85) 39 -146 (155) (207) 68 -.-- ,-355 (159) (154) 130— r \ ,( I �'u--)1 was N ✓o n �W (34) 8 <34) 8 --\ 00 N o'A �U Wn SITE ?, o (277) 61-'1 (241) 52-N Nclo wm ✓NW ✓ �,0 -4W-1� N r` J Ion ��� r � 96th Street A 85 (16) \-493 (256) 33 (8) 43--/ ~ 957(544) (213) 122--if �-604 (209) (977) 508 (367) 160 — /� (579) 312 \ ( o�✓ N r� r W o0 CaJ FIGURE 9 XXX = AM EXISTING PLUS BACKGROUND (XXX) = PM PLUS VACANT SITE I PLUS SITE GENERATED TRAFFIC 17 9(I� Vt J 106th Street i \1\ (— �}B CB) B (B)j C (B) ,— C (C) ,\ 7(7 ,-nv tJo J`J n/a{-\ p N 9 D: G SITE ?J n/a{� 9 Q /II (y / \ JJ I 96th Street ) \ '` n/ate E CC) * (*) �} ( B) E OK)-\ ,\ +�c�J 1 . FIGURE 10 XXX = AM LEVEL OF SERVICE (XXX) = PM EXISTING PLUS BACKGROUND 1 WITH EXISTING GEOMETRICS 16 y 106th Street _.) ) 1\ (� * (*) }B (C) C < )i� �__ x (*) l---\ r,^ JJD n/a{� N 9 SITE cr .�?J n/n{� j-Qt• �n'6 d%J 96th Street \_}% <0) n/a--1 x D (C>� * (*) r- x <B) * (*)-41,„ V cc'%^J FIGURE 11 IL XXX = AM LEVEL OF SERVICE (XXX) = PM EXISTING PLUS BACKGROUND PLUS VACANT SITES I WITH EXISTING GEOMETRICS 19 7,kt6 7sp 106th Street ) 1\ (( _}B (B) B (B)j- * (*) x CD) l---• 9 rvg9 JJ F (F)-' C <C)--\ • -o yO ,— r, ,..c. c,1 GSITE ,- . , x (F){� 1 d JJd 96th Street ) \\ \,_}D (B) B (A)-'f' F (C) /� -'1 * (*) x (x) D (C) x (x)-,, FIGURE 12 `-[- XXX = AM LEVEL OF SERVICE (xxx) = PM EXISTING PLUS BACKGROUND a PLUS SITE WITH EXISTING GEOMETRICS 20 JJ 106th Street ) \� —}B (C) D C )L— * (*) A( <N) F (F)--# C (C)— -0 o ,— SITE ?, (F){� tddn 13 dJJ 96th Street ) (B) B (A)—/ D CG * (*) /r x OK) * <*)-N Vi6 J�J FIGURE 13 XXX = AM LEVEL OF SERVICE (XXX) = PM EXISTING PLUS BACKGROUND PLUS VACANT SITES PLUS SITE WITH EXISTING GEOMETRICS 9CO 9�� 106th Street ) i\ \ -B (C) N)� C (D) ,-- D CC) C ^^ nd% J n/a{� 'O S N o G SITE ?; n/a{� 3 9 Z dnn A 96th Street ) \�} B (C) n/a—)1( C CE)-1 D (E) E 2) B (D)—\ d d J� ^r' FIGURE 14 It XXX = AM LEVEL OF SERVICE (XXX) = PM EXISTING PLUS BACKGROUND a PLUS VACANT SITES PLUS SITE I WITH IMPROVEMENTS 22 ytov 106th Street ) 1~ 8 D> �— B (C) ( B (B) C (C) (C)-' �pv F (F)-1 C (C)--N\ o 0 SITE ?, * (F){� d J rlvly \ / \ cl;JJ 96th Street ) 1� _B (B) B <A> C D) C (C) /� E C) B (C)' c5); FIGURE 15 XXX = AM LEVEL OF SERVICE (XXX) = PM EXISTING PLUS BACKGROUND a PLUS SITE WITH IMPROVEMENTS L APPENDIX HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4 12-15-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96AMEX.HC9 Area Type : Other 12-15-97 AM PEAK Comment : EXISTING TRAFFIC WITH EXISTING GEOMETRICS Eastbound Westbound Northbound Southbound L T R L T R L T R L T R --- - -- -- ---- -- -- ---- ---- ---- -- -- ---- -- -- - --- ---- No. Lanes 1 1 1 1 1 < 1 2 1 1 2 1 Volumes 39 112 226 443 214 70 416 523 415 56 745 82 PHF or PK15 0 . 61 0 . 67 0 . 87 0 . 89 0 . 96 0 . 73 0 . 91 0 . 87 0 . 76 0 . 74 0 . 84 0 . 55 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 96- Heavy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 23 7 42 8 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop . Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * * Thru * Right * * Right * Peds Peds NB Right * EB Right SB Right WB Right Green 21 . OA 17 . OA Green 17 . OA 46 . OA Yellow/AR 0 . 0 6 . 0 Yellow/AR 3 . 0 5 . 0 Cycle Length: 115 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 125 719 0 . 512 0 . 174 30 . 7 D 37 . 0 D T 327 1881 0 . 510 0 . 174 28 . 9 D R 275 1583 0 . 850 0 . 174 44 . 5 E WB L 409 1787 1 . 218 0 . 339 * * * * TR 642 1802 0 .481 0 . 357 19 . 0 C NB L 326 1770 1 .402 0 . 322 * * * * T 1555 3725 0 . 406 0 . 417 15 . 3 C R 928 1546 0 . 529 0 . 600 9 . 2 B SB L 374 1608 0 . 203 0 . 322 7 . 2 B 16 . 2 C T 1555 3725 0 . 599 0 . 417 17 . 3 C R 667 1599 0 . 201 0 .417 13 . 8 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of Dl is infeasable . 14-/ HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4 12-15-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96PMEX.HC9 Area Type : Other 12-15-97 PM PEAK Comment : EXISTING TRAFFIC WITH EXISTING GEOMETRICS Eastbound Westbound Northbound Southbound L T R L T R L T R L T R -- -- - --- ---- ---- -- -- ---- ---- ---- ---- - --- ---- --- - No. Lanes 1 1 1 1 1 < 1 2 1 1 2 1 Volumes 76 246 405 481 149 54 225 806 704 60 809 31 PHF or PK15 0 . 76 0 . 85 0 . 67 0 . 87 0 . 61 0 . 84 0 . 95 0 . 90 0 . 86 0 . 63 0 . 87 0 . 52 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 96 Heavy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 41 5 70 3 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * * Thru * Right * * Right * Peds Peds NB Right * EB Right SB Right WB Right Green 20 . OA 28 . OA Green 9 . OA 23 . OP Yellow/AR 0 . 0 6 . 0 Yellow/AR 4 . 0 5 . 0 Cycle Length: 95 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 239 733 0 . 418 0 . 326 19 . 7 C 49 . 0 E T 614 1881 0 . 471 0 . 326 19 . 8 C R 517 1583 1 . 051 0 . 326 70 . 0 F WB L 494 1787 1 . 119 0 . 389 87 . 2 F 59 . 7 E TR 981 1828 0 . 308 0 . 537 9 . 3 B NB L 265 1770 0 . 894 0 . 242 38 . 3 D 42 . 7 E T 980 3725 0 . 960 0 . 263 40 . 8 E R 732 1546 1 . 008 0 .474 46 . 5 E SB L 245 1608 0 . 388 0 . 242 16 . 8 C 43 . 8 E T 980 3725 0 . 996 0 . 263 47 . 7 E R 421 1599 0 . 128 0 . 263 20 . 3 C Intersection Delay = 47 . 2 sec/veh Intersection LOS = E Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 1 . 131 1..)- 2. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4 12-15-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106AMEX.HC9 Area Type : Other 12-15-97 AM PEAK Comment : EXISTING TRAFFIC WITH EXISTING GEOMETRICS Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- -- -- -- -- ---- -- -- No. Lanes > 1 < > 1 < 1 1 1 1 1 1 Volumes 6 22 55 174 84 27 88 344 73 92 720 32 PHF or PK15 0 . 50 0 . 69 0 . 65 0 . 87 0 . 70 0 . 75 0 . 63 0 . 86 0 . 87 0 . 77 0 . 83 0 . 73 Lane Width 13 . 0 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 % Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 6 3 7 3 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 13 . OA Green 20 . OA Yellow/AR 5 . 5 Yellow/AR 6 . 5 Cycle Length: 45 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 496 1440 0 . 242 0 . 344 6 . 9 B 6 . 9 B WB LTR 434 1261 0 . 810 0 . 344 16 . 3 C 16 . 3 C NB L 167 320 0 . 838 0 . 522 25 . 8 D 9 . 2 B T 973 1863 0 .411 0 . 522 4 . 4 A R 807 1546 0 . 094 0 . 522 3 . 5 A SB L 327 627 0 . 363 0 . 522 4 .4 A 12 . 2 B T 973 1863 0 . 891 0 . 522 13 . 6 B R 835 1599 0 . 048 0 . 522 3 . 4 A Intersection Delay = 11 . 7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 859 A -3 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-15-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106PMEX.HC9 Area Type : Other 12-15-97 PM PEAK Comment : EXISTING TRAFFIC WITH EXISTING GEOMETRICS Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- --- - ---- --- - - --- ---- No. Lanes > 1 < > 1 < 1 1 1 1 1 1 Volumes 20 77 91 68 34 52 49 785 145 37 479 5 PHF or PK15 0 . 63 0 . 88 0 . 71 0 . 89 0 . 77 0 . 76 0 . 64 0 . 96 0 . 93 0 . 58 0 . 86 0 . 42 Lane Width 13 . 0 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 96 Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 9 5 15 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 8 . OA Green 30 . OA Yellow/AR 5 . 5 Yellow/AR 6 . 5 Cycle Length: 50 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 316 1504 0 . 744 0 . 210 18 . 2 C 18 . 2 C WB LTR 205 974 0 . 885 0 . 210 35 . 7 D 35 . 7 D NB L 258 385 0 . 299 0 . 670 2 . 4 A 3 . 6 A T 1248 1863 0 . 655 0 . 670 4 . 0 A R 1036 1546 0 . 135 0 . 670 1 . 9 A SB L 151 225 0 . 425 0 . 670 3 . 6 A 2 . 8 A T 1248 1863 0 . 446 0 . 670 2 . 7 A R 1071 1599 0 . 011 0 . 670 1 . 8 A Intersection Delay = 7 . 8 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 710 d 'q HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-15-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96AMFRBG.HC9 Area Type : Other 12-15-97 AM PEAK Comment : YEAR 2007 TRAFFIC FROM 395 BACKGROUND GROWTH ONLY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R - --- ---- ---- ---- ---- ---- ---- ---- ---- -- -- ---- ---- No. Lanes 1 1 1 1 1 < 1 2 1 1 2 1 Volumes 52 151 304 595 288 94 559 703 558 75 1001 110 PHF or PK15 0 . 71 0 . 77 0 . 97 0 . 99 0 . 99 0 . 83 0 . 99 0 . 97 0 . 86 0 . 84 0 . 94 0 . 65 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 9.5 Heavy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 23 7 42 8 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 , -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * * Thru * Right * * Right * Peds Peds NB Right * EB Right SB Right WB Right Green 21 . OA 17 . OA Green 17 . OA 46 . OA Yellow/AR 0 . 0 6 . 0 Yellow/AR 3 . 0 5 . 0 Cycle Length: 115 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 100 575 0 . 730 0 . 174 44 . 3 E * * T 327 1881 0 . 599 0 . 174 30 . 5 D R 275 1583 1 . 050 0 . 174 * * WB L 384 1787 1 . 565 0 . 339 * * * * TR 644 1805 0 . 615 0 . 357 21 . 0 C NB L 326 1770 1 . 733 0 . 322 * * * * T 1555 3725 0 .489 0 .417 16 . 0 C R 928 1546 0 . 647 0 . 600 10 . 8 B SB L 327 1608 0 . 272 0 . 322 8 . 0 B 17 . 8 C T 1555 3725 0 . 719 0 .417 19 . 2 C R 667 1599 0 . 235 0 .417 14 . 0 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of D1 is infeasable . /4 .S HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-15-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96PMFRBG.HC9 Area Type : Other 12-15-97 PM PEAK Comment : YEAR 2007 TRAFFIC FROM 396- PER YEAR BACKGROUND GROWTH ONLY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R - -- - ---- ---- - - -- ---- ---- ---- ---- ---- - --- ---- ---- No . Lanes 1 1 1 1 1 < 1 2 1 1 2 1 Volumes 102 331 544 646 200 73 302 1083 994 81 1087 42 PHF or PK15 0 . 86 0 . 95 0 . 77 0 . 97 0 . 71 0 . 94 0 . 99 0 . 99 0 . 96 0 . 73 0 . 97 0 . 62 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 96- Heavy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 41 5 70 3 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8_ EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * * Thru * Right * * Right * Peds Peds NB Right * EB Right SB Right WB Right Green 20 . OA 28 . OA Green 9 . OA 23 . OP Yellow/AR 0 . 0 6 . 0 Yellow/AR 4 . 0 5 . 0 Cycle Length: 95 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 207 635 0 . 574 0 . 326 23 . 0 C * * T 614 1881 0 . 567 0 . 326 21 . 0 C R 517 1583 1 . 264 0 . 326 * * WB L 447 1787 1 .490 0 . 389 * * * * TR 978 1822 0 . 363 0 . 537 9 . 7 B NB L 265 1770 1 . 151 0 . 242 * * * * T 980 3725 1 . 172 0 . 263 * * R 732 1546 1 . 314 0 .474 * * SB L 245 1608 0 . 453 0 . 242 17 . 4 C * * T 980 3725 1 . 201 0 . 263 * * R 421 1599 0 . 150 0 . 263 20 . 4 C Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of D1 is infeasable . HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4 12-15-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106AMFRB .HC9 Area Type : Other 12-15-97 AM PEAK Comment : YEAR 2007 TRAFFIC FROM 396 PER YEAR BACKGROUND GROWTH ONLY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R - -- - - - -- ---- ---- ---- - --- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < 1 1 < 1 1 1 1 1 1 Volumes 8 30 74 234 113 36 118 462 98 124 968 43 PHF or PK15 0 . 60 0 . 79 0 . 75 0 . 97 0 . 80 0 . 85 0 . 73 0 . 96 0 . 97 0 . 87 0 . 93 0 . 83 Lane Width 13 . 0 12 . 0 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 6 3 7 3 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 13 . OA Green 25 . OA Yellow/AR 5 . 5 Yellow/AR 6 . 5 Cycle Length: 50 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 470 1516 0 . 302 0 . 310 8 . 6 B 8 . 6 B WB L 321 1036 0 . 750 0 . 310 16 . 5 C 13 . 2 B TR 546 1761 0 . 328 0 . 310 8 . 7 B NB L 150 264 1 . 077 0 . 570 91 . 8 F 23 . 4 C T 1062 1863 0 . 453 0 . 570 4 . 2 A R 881 1546 0 . 107 0 . 570 3 . 2 A SB L 258 453 0 . 554 0 . 570 6 . 3 B 21 . 1 C T 1062 1863 0 . 980 0 . 570 24 . 0 C R 911 1599 0 . 053 0 . 570 3 . 1 A Intersection Delay = 19 . 7 sec/veh Intersection LOS = C Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 962 C+-7 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4 12-15-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106PMFRB .HC9 Area Type : Other 12-15-97 PM PEAK Comment : YEAR 2007 TRAFFIC FROM 396 PER YEAR BACKGROUND GROWTH ONLY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R -- -- ---- ---- ---- ---- ---- ---- ---- ---- -- -- - --- ---- No. Lanes > 1 < 1 1 < 1 1 1 1 1 1 Volumes 27 103 122 91 46 70 66 1055 195 50 644 7 PHF or PK15 0 . 73 0 . 98 0 . 81 0 . 99 0 . 87 0 . 86 0 . 74 0 . 99 0 . 99 0 . 68 0 . 96 0 . 52 Lane Width 13 . 0 12 . 0 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 96 Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 9 5 15 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 13 . OA Green 30 . OA Yellow/AR 5 . 5 Yellow/AR 6 . 5 Cycle Length: 55 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 430 1525 0 . 656 0 . 282 13 . 8 B 13 . 8 B WB L 137 485 0 . 673 0 . 282 19 . 5 C 14 . 0 B TR 467 1658 0 . 274 0 . 282 10 . 0 B NB L 137 225 0 . 649 0 . 609 11 .4 B 14 . 7 B T 1135 1863 0 . 939 0 . 609 17 . 0 C R 942 1546 0 . 193 0 . 609 3 . 1 A SB L 137 225 0 . 540 0 . 609 7 . 3 B 5 . 1 B T 1135 1863 0 . 591 0 . 609 4 . 9 A R 974 1599 0 . 013 0 . 609 2 . 7 A Intersection Delay = 11 . 7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 855 ,46 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96AMFRBV.HC9 Area Type : Other 12-15-97 AM PEAK Comment : YEAR 2007 TRAFFIC FROM 396 BACKGROUND GROWTH + VACANT SITES Eastbound Westbound Northbound Southbound L T R L T R L T R L T R --- - ---- ---- ---- ---- ---- - --- ---- ---- ---- -- -- ---- No. Lanes 1 1 1 1 1 < 1 2 1 1 2 1 Volumes 122 152 304 604 290 408 559 1272 561 112 1210 137 PHF or PK15 0 . 71 0 . 77 0 . 97 0 . 99 0 . 99 0 . 83 0 . 99 0 . 97 0 . 86 0 . 84 0 . 94 0 . 65 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 96 Heavy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 23 7 42 8 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * * Thru * Right * * Right * Peds Peds NB Right * EB Right SB Right WB Right Green 21 . OA 17 . OA Green 17 . 0k 46 . OA Yellow/AR 0 . 0 6 . 0 Yellow/AR 3 . 0 5 . 0 Cycle Length: 115 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 65 376 2 . 630 0 . 174 * * * * T 327 1881 0 . 602 0 . 174 30 . 5 D R 275 1583 1 . 050 0 . 174 * * WB L 383 1787 1 . 593 0 . 339 * * * * TR 608 1705 1 . 278 0 . 357 * * NB L 326 1770 1 . 733 0 . 322 * * * * T 1555 3725 0 . 886 0 .417 24 . 7 C R 928 1546 0 . 650 0 . 600 10 . 9 B SB L 301 1608 0 .442 0 . 322 13 .4 B 21 . 9 C T 1555 3725 0 . 869 0 .417 23 . 8 C R 667 1599 0 . 298 0 . 417 14 . 5 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of D1 is infeasable . t-}-r HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96PMFRBV.HC9 Area Type : Other 12-15-97 PM PEAK Comment : YEAR 2007 TRAFFIC FROM 3% PER YEAR BACKGROUND GROWTH + VAC. SITE Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- -- -- ---- ---- --- - ---- --- - ---- ---- ---- ---- No. Lanes 1 1 1 1 1 < 1 2 1 1 2 1 Volumes 213 333 544 652 210 240 302 1968 1005 289 2172 175 PHF or PK15 0 . 86 0 . 95 0 . 77 0 . 97 0 . 71 0 . 94 0 . 99 0 . 99 0 . 96 0 . 73 0 . 97 0 . 62 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 41 5 70 3 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * * Thru * Right * * Right * Peds Peds NB Right * EB Right SB Right WB Right Green 20 . OA 28 . OA Green 9 . OA 23 . OP Yellow/AR 0 . 0 6 . 0 Yellow/AR 4 . 0 5 . 0 Cycle Length: 95 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 89 274 2 . 774 0 . 326 * * * * T 614 1881 0 . 572 0 . 326 21 . 1 C R 517 1583 1 . 264 0 . 326 * * WB L 445 1787 1 . 510 0 . 389 * * * * TR 940 1751 0 . 581 0 . 537 11 . 9 B NB L 265 1770 1 . 151 0 . 242 * * * * T 980 3725 2 . 129 0 . 263 * * R 732 1546 1 . 330 0 .474 * * SB L 245 1608 1 . 616 0 . 242 * * * * T 980 3725 2 . 398 0 . 263 * * R 421 1599 0 . 658 0 . 263 26 . 3 D Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of D1 is infeasable . HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106AMFRV.HC9 Area Type : Other 12-15-97 AM PEAK Comment : YEAR 2007 TRAFFIC FROM 36 PER YEAR BACKGROUND GROWTH + VAC SITES Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- -- -- ---- ---- No. Lanes > 1 < 1 1 < 1 1 1 1 1 1 Volumes 39 68 88 270 146 118 123 764 120 180 1201 60 PHF or PK15 0 . 60 0 . 79 0 . 75 0 . 97 0 . 80 0 . 85 0 . 73 0 . 96 0 . 97 0 . 87 0 . 93 0 . 83 Lane Width 13 . 0 12 . 0 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 96 Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 6 3 7 3 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 13 . OA Green 25 . OA Yellow/AR 5 . 5 Yellow/AR 6 . 5 Cycle Length: 50 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 343 1106 0 . 758 0 . 310 16 . 5 C 16 . 5 C WB L 184 593 1 . 512 0 . 310 * * * * TR 527 1701 0 . 601 0 . 310 10 . 8 B NB L 150 264 1 . 116 0 . 570 110 . 5 F 22 . 9 C T 1062 1863 0 . 750 0 . 570 7 . 3 B R 881 1546 0 . 133 0 . 570 3 . 2 A SB L 150 264 1 . 376 0 . 570 * * * * T 1062 1863 1 . 216 0 . 570 * * R 911 1599 0 . 075 0 . 570 3 . 1 A Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of Dl is infeasable . 0 /( HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106PMFRVB .HC9 Area Type : Other 12-15-97 PM PEAK Comment : YEAR 2007 TRAFFIC FROM 396- PER YEAR BACKGROUND GROWTH + VAC. SITE Eastbound Westbound Northbound Southbound L T R L T R L T R L T R - --- --- - ---- ---- ---- ---- ---- ---- ---- ---- --- - ---- No. Lanes > 1 < 1 1 < 1 1 1 1 1 1 Volumes 85 207 146 143 155 195 96 1656 265 186 1310 79 PHF or PK15 0 . 73 0 . 98 0 . 81 0 . 99 0 . 87 0 . 86 0 . 74 0 . 99 0 . 99 0 . 68 0 . 96 0 . 52 Lane Width 13 . 0 12 . 0 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 96. Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 9 5 15 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop . Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 13 . OA Green 30 . OA Yellow/AR 5 . 5 Yellow/AR 6 . 5 Cycle Length: 55 secs Phase combination order : #1 #5 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 156 553 3 . 183 0 . 282 * * * * WB L 137 485 1 . 054 0 . 282 * * * * TR 470 1668 0 . 849 0 . 282 21 . 6 C NB L 137 225 0 . 949 0 . 609 50 . 8 E * * T 1135 1863 1 . 474 0 . 609 * * R 942 1546 0 . 269 0 . 609 3 . 3 A SB L 137 225 1 . 999 0 . 609 * * * * T 1135 1863 1 . 203 0 . 609 * * R 974 1599 0 . 156 0 . 609 3 . 0 A Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of Dl is infeasable . i '(Z HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96AMFRBS .HC9 Area Type : Other 12-15-97 AM PEAK Comment : YEAR 2007 TRAFFIC FROM 396 PER YEAR BACKGROUND GROWTH + SITE Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- - --- ---- ---- No. Lanes 1 1 1 1 1 < 1 2 1 1 2 1 Volumes 52 159 312 595 330 179 602 957 558 89 1047 110 PHF or PK15 0 . 71 0 . 77 0 . 97 0 . 99 0 . 99 0 . 83 0 . 99 0 . 97 0 . 86 0 . 84 0 . 94 0 . 65 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 23 7 42 8 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop . Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * * Thru * Right * * Right * Peds Peds NB Right * EB Right SB Right WB Right Green 21 . OA 17 . OA Green 17 . 0A 46 . OA Yellow/AR 0 . 0 6 . 0 Yellow/AR 3 . 0 5 . 0 Cycle Length: 115 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 65 376 1 . 116 0 . 174 171 . 2 F * * T 327 1881 0 . 630 0 . 174 31 . 2 D R 275 1583 1 . 082 0 . 174 * * WB L 375 1787 1 . 603 0 . 339 * * * * TR 632 1774 0 . 855 0 . 357 29 . 9 D NB L 326 1770 1 . 865 0 . 322 * * * * T 1555 3725 0 . 666 0 . 417 18 . 2 C R 928 1546 0 . 647 0 . 600 10 . 8 B SB L 301 1608 0 . 352 0 . 322 10 . 2 B 18 . 5 C T 1555 3725 0 . 753 0 . 417 19 . 9 C R 667 1599 0 . 235 0 . 417 14 . 0 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of Dl is infeasable . p -(3 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96PMFRBS .HC9 Area Type : Other 12-15-97 PM PEAK Comment : YEAR 2007 TRAFFIC FROM 3% PER YEAR BACKGROUND GROWTH + SITE Eastbound Westbound 1 Northbound Southbound L T R L T R L T R L T R ---- -- - - ---- ---- ---- ---- - ---- ---- ---- ---- - --- ---- No. Lanes 1 1 1 1 1 < 1 2 1 1 2 1 Volumes 102 365 579 646 208 89 310 1130 994 149 1294 42 PHF or PK15 0 . 86 0 . 95 0 . 77 0 . 97 0 . 71 0 . 94 0 . 99 0 . 99 0 . 96 0 . 73 0 . 97 0 . 62 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 % Heavy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 41 5 70 3 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * * Thru * Right * * Right * Peds Peds NB Right * EB Right SB Right WB Right Green 20 . OA 28 . OA Green 9 . 0A 23 . OP Yellow/AR 0 . 0 6 . 0 Yellow/AR 4 . 0 5 . 0 Cycle Length: 95 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 194 593 0 . 615 0 . 326 24 . 5 C * * T 614 1881 0 . 626 0 . 326 22 . 0 C R 517 1583 1 . 353 0 . 326 * * WB L 424 1787 1 . 571 0 . 389 * * * * TR 975 1816 0 . 393 0 . 537 10 . 0 B NB L 265 1770 1 . 181 0 . 242 * * * * T 980 3725 1 . 222 0 . 263 * * R 732 1546 1 . 314 0 . 474 * * SB L 245 1608 0 . 833 0 . 242 31 . 9 D * * T 980 3725 1 . 429 0 . 263 * * R 421 1599 0 . 150 0 . 263 20 . 4 C Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of D1 is infeasable . P44 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106AMFRS .HC9 Area Type : Other 12-15-97 AM PEAK Comment : YEAR 2007 TRAFFIC FROM 3% PER YEAR BACKGROUND GROWTH + SITE Eastbound Westbound Northbound Southbound L T R L T R L T R L T R --- - - --- ---- ---- ---- ---- ---- ---- -- -- ---- ---- ---- No. Lanes > 1 < 1 1 < 1 1 1 1 1 1 Volumes 8 30 116 319 113 36 126 508 113 124 1223 43 PHF or PK15 0 . 60 0 . 79 0 . 75 0 . 97 0 . 80 0 . 85 0 . 73 0 . 96 0 . 97 0 . 87 0 . 93 0 . 83 Lane Width 13 . 0 12 . 0 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 6 3 7 3 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WE Right Green 13 . OA Green 25 . OA Yellow/AR 5 . 5 Yellow/AR 6 . 5 Cycle Length: 50 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 467 1508 0 . 424 0 . 310 9 . 2 B 9 . 2 B WB L 251 809 1 . 312 0 . 310 * * * * TR 546 1761 0 . 328 0 . 310 8 . 7 B NB L 150 264 1 . 150 0 . 570 128 . 1 F 30 . 7 D T 1062 1863 0 . 498 0 . 570 4 . 5 A R 881 1546 0 . 124 0 . 570 3 . 2 A SB L 214 376 0 . 667 0 . 570 10 . 0 B * * T 1062 1863 1 . 238 0 . 570 * * R 911 1599 0 . 053 0 . 570 3 . 1 A Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of D1 is infeasable . 4 •( HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106PMFRS .HC9 Area Type : Other 12-15-97 PM PEAK Comment : YEAR 2007 TRAFFIC FROM 3% PER YEAR BACKGROUND GROWTH + SITE Eastbound Westbound Northbound Southbound L T R L T R L T R L T R --- - - - -- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < 1 1 < 1 1 1 1 1 1 Volumes 27 103 130 107 46 70 101 1262 264 50 691 7 PHF or PK15 0 . 73 0 . 98 0 . 81 0 . 99 0 . 87 0 . 86 0 . 74 0 . 99 0 . 99 0 . 68 0 . 96 0 . 52 Lane Width 13 . 0 12 . 0 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 9 5 15 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 13 . OA Green 30 . 0A Yellow/AR 5 . 5 Yellow/AR 6 . 5 Cycle Length: 55 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 430 1525 0 . 677 0 . 282 14 . 3 B 14 . 3 B WB L 137 485 0 . 790 0 . 282 29 . 0 D 18 . 7 C TR 467 1658 0 . 274 0 . 282 10 . 0 B NB L 137 225 0 . 992 0 . 609 63 . 6 F * * T 1135 1863 1 . 124 0 . 609 * * R 942 1546 0 . 268 0 . 609 3 . 3 A SB L 137 225 0 . 540 0 . 609 7 . 3 B 5 . 4 B T 1135 1863 0 . 635 0 . 609 5 . 3 B R 974 1599 0 . 013 0 . 609 2 . 7 A Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of Dl is infeasable . Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 1 **************************************************************** File Name NDAMFR.HCO Streets : (N-S) US 421 (MICHIGAN RD) (E-W) MAYFLOWER N. DRIVE Major Street Direction NS Length of Time Analyzed 60 (min) Analyst TOM FORD Date of Analysis 12/16/97 Other Information EXISTING + BACKGROUND + SITE TRAFFIC - AM PEAK Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0> 1 0 0 1 1 0> 0< 1 0 0 0 Stop/Yield N N Volumes 42 910 1526 42 8 8 PHF . 9 . 9 . 9 . 9 . 9 . 9 Grade 0 0 0 0 MC' s (6) 0 0 0 0 0 0 SU/RV' s (o) 0 0 0 0 0 0 CV' s (o) 0 2 2 1 1 1 PCE ' s 1 . 1 1 . 02 1 . 02 1 . 01 1 . 01 1 . 01 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 3 . 30 Left Turn Minor Road 6 . 50 3 . 40 +t1 Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 2 **************************************************************** WorkSheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 1526 Potential Capacity: (pcph) 233 Movement Capacity: (pcph) 233 Prob. of Queue-free State : 0 . 96 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 1568 Potential Capacity: (pcph) 307 Movement Capacity: (pcph) 307 Prob. of Queue-free State : 0 . 83 TH Saturation Flow Rate : (pcphpl) 1700 Major LT Shared Lane Prob. of Queue-free State : 0 . 57 Step 4 : LT from Minor Street WB EB Conflicting Flows : (vph) 2499 Potential Capacity: (pcph) 38 Major LT, Minor TH Impedance Factor: 0 . 00 Adjusted Impedance Factor: 0 . 00 Capacity Adjustment Factor due to Impeding Movements 0 . 00 Movement Capacity: (pcph) 0 Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v (pcph) Cm (pcph) Csh (pcph) Delay LOS By App EB L 9 0 * F 508 . 0 EB R 9 233 16 . 1 C NB L 52 307 14 . 1 C 0 . 6 Intersection Delay = 3 .4 * The calculated delay was greater than 999 . 9 sec . f}-r� Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 1 **************************************************************** File Name NDPMFR.HCO Streets : (N-S) US 421 (MICHIGAN RD) (E-W) MAYFLOWER N. DRIVE Major Street Direction NS Length of Time Analyzed 60 (min) Analyst TOM FORD Date of Analysis 12/16/97 Other Information EXISTING + BACKGROUND + SITE TRAFFIC - PM PEAK Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0> 1 0 0 1 1 0> 0< 1 0 0 0 Stop/Yield N N Volumes 8 1535 1273 8 34 34 PHF . 9 . 9 . 9 . 9 . 9 . 9 Grade 0 0 0 0 MC ' s (%) 0 0 0 0 0 0 SU/RV' s (%) 0 0 0 0 0 0 CV' s (%) 0 2 2 1 1 1 PCE ' s 1 . 1 1 1 1 1 1 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 _ 3 . 30 Left Turn Minor Road 6 . 50 3 .40 i, - Z.J Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 2 **************************************************************** WorkSheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 1273 Potential Capacity: (pcph) 314 Movement Capacity: (pcph) 314 Prob. of Queue-free State : 0 . 88 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 1281 Potential Capacity: (pcph) 420 Movement Capacity: (pcph) 420 Prob. of Queue-free State : 0 . 98 TH Saturation Flow Rate : (pcphpl) 1700 Major LT Shared Lane Prob. of Queue-free State : 0 . 00 Step 4 : LT from Minor Street WB EB Conflicting Flows : (vph) 2820 Potential Capacity: (pcph) 25 Major LT, Minor TH Impedance Factor: 0 . 00 Adjusted Impedance Factor: 0 . 00 Capacity Adjustment Factor due to Impeding Movements 0 . 00 Movement Capacity: (pcph) 0 Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v (pcph) Cm (pcph) Csh (pcph) Delay LOS By App EB L 38 0 * F 506 . 5 EB R 38 314 13 . 0 C NB L 10 420 8 . 8 B 0 . 0 Intersection Delay = 11 . 9 * The calculated delay was greater than 999 . 9 sec . a• zz Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 1 **************************************************************** File Name NDPMFR.HCO Streets : (N-S) US 421 (MICHIGAN RD) (E-W) MAYFLOWER S . DRIVE Major Street Direction NS Length of Time Analyzed 60 (min) Analyst TOM FORD Date of Analysis 12/16/97 Other Information EXISTING + BACKGROUND + SITE TRAFFIC - AM PEAK Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R --- - ---- ---- ---- ---- ---- ---- ---- ---- ---- - --- ---- No . Lanes 0> 1 0 0 1 1 0> 0< 1 0 0 0 Stop/Yield N N Volumes 297 891 1194 340 61 52 PHF . 9 . 9 . 9 . 9 . 9 . 9 Grade 0 0 0 0 MC' s (%) 0 0 0 0 0 0 SU/RV' s (%) 0 0 0 0 0 0 CV' s (%) 0 _. 2 2 1 1 1 PCE ' s 1 . 1 1 1 1 1 1 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 3 . 30 Left Turn Minor Road 6 . 50 3 .40 4- a) Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 1 **************************************************************** File Name SDPMFR.HCO Streets : (N-S) US 421 (MICHIGAN RD) (E-W) MAYFLOWER S . DRIVE Major Street Direction NS Length of Time Analyzed 60 (min) Analyst TOM FORD Date of Analysis 12/16/97 Other Information EXISTING + BACKGROUND + SITE TRAFFIC - PM PEAK Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R -- - - -- -- ---- ---- ---- ---- ---- ---- ---- -- -- -- -- ---- No . Lanes 0> 1 0 0 1 1 0> 0< 1 0 0 0 Stop/Yield N N Volumes 55 1266 1244 63 277 241 PHF . 9 . 9 . 9 . 9 . 9 . 9 Grade 0 0 0 0 MC' s (%) 0 0 0 0 0 0 SU/RV' s (%) 0 0 0 0 0 0 CV' s (%) 0 - 2 2 1 1 1 PCE ' s 1 . 1 1 1 1 1 1 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 3 . 30 Left Turn Minor Road 6 . 50 3 . 40 Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 2 **************************************************************** WorkSheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 1244 Potential Capacity: (pcph) 324 Movement Capacity: (pcph) 324 Prob. of Queue-free State : 0 . 17 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 1307 Potential Capacity: (pcph) 409 Movement Capacity: (pcph) 409 Prob. of Queue-free State : 0 . 84 TH Saturation Flow Rate : (pcphpl) 1700 Major LT Shared Lane Prob. of Queue-free State : 0 . 05 Step 4 : LT from Minor Street WB EB Conflicting Flows : (vph) 2596 Potential Capacity: (pcph) 33 Major LT, Minor TH Impedance Factor: 0 . 05 Adjusted Impedance Factor: 0 . 05 Capacity Adjustment Factor due to Impeding Movements 0 . 05 Movement Capacity: (pcph) 2 Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v (pcph) Cm (pcph) Csh (pcph) Delay LOS By App EB L 308 2 > > > 4 * F EB R 268 324 > > > NB L 67 409 10 . 5 C 0 . 4 Intersection Delay = 042678 . 9 * The calculated delay was greater than 999 . 9 sec . p- Z6 Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 1 **************************************************************** File Name MFAMFR.HCO Streets : (N-S) MAYFLOWER PARK DRIVE (E-W) 96TH STREET Major Street Direction EW Length of Time Analyzed 60 (min) Analyst TOM FORD Date of Analysis 12/16/97 Other Information EXISTING + BACKGROUND + SITE TRAFFIC - AM PEAK Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- - --- ---- - --- ---- ---- ---- ---- ---- ---- -- -- ---- No. Lanes 0> 2 0 0 1 1 0 0 0 0> 0< 1 Stop/Yield N N Volumes 43 508 957 85 15 8 PHF . 9 . 9 . 9 . 9 . 95 . 95 Grade 0 0 0 0 MC ' s (%) 0 0 0 0 0 0 SU/RV' s (%) 0 0 0 0 0 0 C V' s (%) 0 2 2 1 0 0 PCE ' s 1 . 1 1 1 1 1 . 1 1 . 1 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 3 . 30 Left Turn Minor Road 6 . 50 3 . 40 '4-Z'i Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 2 **************************************************************** WorkSheet for TWSC Intersection Step 1 : RT from Minor Street NB SB Conflicting Flows : (vph) 957 Potential Capacity: (pcph) 453 Movement Capacity: (pcph) 453 Prob . of Queue-free State : 0 . 98 Step 2 : LT from Major Street WB EB Conflicting Flows : (vph) 1042 Potential Capacity: (pcph) 546 Movement Capacity: (pcph) 546 Prob. of Queue-free State : 0 . 90 TH Saturation Flow Rate : (pcphpl) 3400 Major LT Shared Lane Prob. of Queue-free State : 0 . 88 Step 4 : LT from Minor Street NB SB Conflicting Flows : (vph) 1550 Potential Capacity: (pcph) 134 Major LT, Minor TH Impedance Factor : 0 . 88 Adjusted Impedance Factor: 0 . 88 Capacity Adjustment Factor due to Impeding Movements 0 . 88 Movement Capacity: (pcph) 118 - Z � Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v (pcph) Cm (pcph) Csh (pcph) Delay LOS By App SB L 18 118 > > > 157 27 . 7 D 27 . 7 SB R 9 453 > > > EB L 53 546 7 . 3 B 0 . 6 Intersection Delay = 0 . 6 Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 1 **************************************************************** File Name MFPMFR.HCO Streets : (N-S) MAYFLOWER PARK DRIVE (E-W) 96TH STREET Major Street Direction EW Length of Time Analyzed 60 (min) Analyst TOM FORD Date of Analysis 12/16/97 Other Information EXISTING + BACKGROUND + SITE TRAFFIC - PM PEAK Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R - -- - ---- ---- - --- ---- ---- ---- - - -- ---- - -- - -- -- ---- No . Lanes 0> 2 0 0 1 1 0 0 0 0> 0< 1 Stop/Yield N N Volumes 8 977 544 16 69 34 PHF . 9 . 9 . 9 . 9 . 95 . 95 Grade 0 0 0 0 MC ' s (%) 0 0 0 0 0 0 SU/RV' s (%) 0 0 0 0 0 0 CV' s (%) 0 2 2 1 0 0 PCE ' s 1 . 1 1 1 1 1 . 1 1 . 1 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 . 00 2 . 10 Right. Turn Minor Road 5 . 50 2 . 60 Thrrugh Traffic Minor Road 6 . 00 3 . 30 Left Turn Minor Road 6 . 50 3 . 40 -3d Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 2 **************************************************************** WorkSheet for TWSC Intersection Step 1 : RT from Minor Street NB SB Conflicting Flows : (vph) 544 Potential Capacity: (pcph) 734 Movement Capacity: (pcph) 734 Prob . of Queue-free State : 0 . 95 Step 2 : LT from Major Street WB EB Conflicting Flows : (vph) 560 Potential Capacity: (pcph) 927 Movement Capacity: (pcph) 927 Prob . of Queue-free State : 0 . 99 TH Saturation Flow Rate : (pcphpl) 3400 Major LT Shared Lane Prob. of Queue-free State : 0 . 98 Step 4 : LT from Minor Street NB SB Conflicting Flows : (vph) 1537 Potential Capacity: (pcph) 136 Major LT, Minor TH Impedance Factor: 0 . 98 Adjusted Impedance Factor: 0 . 98 Capacity Adjustment Factor due to Impeding Movements 0 . 98 Movement Capacity: (pcph) 134 /4- 11 Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v (pcph) Cm (pcph) Csh (pcph) Delay LOS By App SB L 80 134 > > > 184 54 . 3 F 54 . 3 SB R 40 734 > > > EB L 10 927 3 . 9 A 0 . 0 Intersection Delay = 3 .4 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96AMFRBT.HC9 Area Type : Other 12-15-97 AM PEAK Comment : YEAR 2007 TRAFFIC, BACKGROUND + VACANT SITES + SITE Eastbound Westbound Northbound Southbound L T R L T R L T R L T R --- - --- - ---- - --- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 1 1 1 < 1 2 1 1 2 1 Volumes 122 160 312 604 332 493 602 1526 561 126 1256 137 PHF or PK15 0 . 71 0 . 77 0 . 97 0 . 99 0 . 99 0 . 83 0 . 99 0 . 97 0 . 86 0 . 84 0 . 94 0 . 65 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 96 Heavy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 23 7 42 8 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * * Thru * Right * * Right * Peds Peds NB Right * EB Right SB Right WB Right Green 21 . OA 17 . OA Green 17 . OA 46 . OA Yellow/AR 0 . 0 6 . 0 Yellow/AR 3 . 0 5 . 0 Cycle Length: 115 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 65 376 2 . 630 0 . 174 * * * * T 327 1881 0 . 636 0 . 174 31 . 3 D R 275 1583 1 . 082 0 . 174 * * WB L 373 1787 1 . 635 0 . 339 * * * * TR 606 1701 1 . 519 0 . 357 * * NB L 326 1770 1 . 865 0 . 322 * * * * T 1555 3725 1 . 063 0 . 417 * * R 928 1546 0 . 650 0 . 600 10 . 9 B SB L 301 1608 0 . 498 0 . 322 16 . 4 C 23 . 7 C T 1555 3725 0 . 902 0 .417 25 . 8 D R 667 1599 0 . 298 0 . 417 14 . 5 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of Dl is infeasable . HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96PMFRBT.HC9 Area Type : Other 12-15-97 PM PEAK Comment : YEAR 2007 TRAFFIC, BACKGROUND + VACANT SITES + SITE Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- - --- ---- ---- ---- ---- - --- --- - ---- ---- ---- ---- No. Lanes 1 1 1 1 1 < 1 2 1 1 2 1 Volumes 213 367 579 652 209 256 310 2015 1005 357 2379 175 PHF or PK15 0 . 86 0 . 95 0 . 77 0 . 97 0 . 71 0 . 94 0 . 99 0 . 99 0 . 96 0 . 73 0 . 97 0 . 62 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 41 5 70 3 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop. Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * * Thru * Right * * Right * Peds Peds NB Right * EB Right SB Right WB Right Green 20 . OA 28 . OA Green 9 . OA 23 . OP Yellow/AR 0 . 0 6 . 0 Yellow/AR 4 . 0 5 . 0 Cycle Length: 95 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 85 260 2 . 923 0 . 326 * * * * T 614 1881 0 . 629 0 . 326 22 . 1 C R 517 1583 1 . 353 0 . 326 * * WB L 422 1787 1 . 592 0 . 389 * * * * TR 937 1746 0 . 599 0 . 537 12 . 2 B NB L 265 1770 1 . 181 0 . 242 * * * * T 980 3725 2 . 180 0 . 263 * * R 732 1546 1 . 330 0 .474 * * SB L 245 1608 1 . 996 0 . 242 * * * * T 980 3725 2 . 628 0 . 263 * * R 421 1599 0 . 658 0 . 263 26 . 3 D Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of Dl is infeasable . HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106AMFRT.HC9 Area Type : Other 12-15-97 AM PEAK Comment : YEAR 2007 TRAFFIC, BACKGROUND + VACANT SITES + SITE Eastbound Westbound Northbound Southbound L T R L T R L T R L T R --- - ---- ---- ---- ---- ---- ---- ---- ---- ---- -- -- ---- No. Lanes > 1 < 1 1 < 1 1 1 1 1 1 Volumes 39 68 130 355 146 118 131 810 135 180 1456 60 PHF or PK15 0 . 60 0 . 79 0 . 75 0 . 97 0 . 80 0 . 85 0 . 73 0 . 96 0 . 97 0 . 87 0 . 93 0 . 83 Lane Width 13 . 0 12 . 0 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 6 3 7 3 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop . Share -1 -1 -1 -1 -1 -1 -1 -1 Prop . Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 13 . OA Green 25 . OA Yellow/AR 5 . 5 Yellow/AR 6 . 5 Cycle Length: 50 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 352 1134 0 . 899 0 . 310 28 . 1 D 28 . 1 D WB L 150 485 2 .434 0 . 310 * * * * TR 527 1701 0 . 601 0 . 310 10 . 8 B NB L 150 264 1 . 190 0 . 570 152 . 0 F 30 . 1 D T 1062 1863 0 . 795 0 . 570 8 .4 B R 881 1546 0 . 150 0 . 570 3 . 3 A SB L 150 264 1 . 376 0 . 570 * * * * T 1062 1863 1 . 475 0 . 570 * * R 911 1599 0 . 075 0 . 570 3 . 1 A Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of D1 is infeasable . d-jS HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106PMFRT.HC9 Area Type : Other 12-15-97 PM PEAK Comment : YEAR 2007 TRAFFIC, BACKGROUND + VACANT SITES + SITE Eastbound Westbound Northbound Southbound L T R L T R L T R L T R -- -- ---- -- -- ---- ---- ---- ---- ---- ---- ---- ---- - --- No. Lanes > 1 < 1 1 < 1 1 1 1 1 1 Volumes 85 207 154 159 155 195 131 1863 334 186 1357 79 PHF or PK15 0 . 73 0 . 98 0 . 81 0 . 99 0 . 87 0 . 86 0 . 74 0 . 99 0 . 99 0 . 68 0 . 96 0 . 52 Lane Width 13 . 0 12 . 0 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 9 5 15 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop. Share -1 -1 -1 -1 -1 -1 -1 -1 Prop . Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 13 . OA Green 30 . OA Yellow/AR 5 . 5 Yellow/AR 6 . 5 Cycle Length: 55 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 156 555 3 . 235 0 . 282 * * * * WB L 137 485 1 . 178 0 . 282 * * * * TR 470 1668 0 . 849 0 . 282 21 . 6 C NB L 137 225 1 . 292 0 . 609 * * * * T 1135 1863 1 . 659 0 . 609 * * R 942 1546 0 . 342 0 . 609 3 . 5 A SB L 137 225 1 . 999 0 . 609 * * * * T 1135 1863 1 . 246 0 . 609 * * R 974 1599 0 . 156 0 . 609 3 . 0 A Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one . Calculation of D1 is infeasable . ,4-3 V HCM : SIGNALIZED INTERSECTION SUMMARY Version 2 .4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Stits : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Ana"l_ zst : TOM FORD File Name : 96AMFRM.HC9 Area Type : Other 12-15-97 AM PEAK Com: ..nt : YEAR 2007 TRAFFIC, BACKGROUND + VAC. SITES + SITE, W/IMPROVEMENT Eastbound Westbound Northbound Southbound L T R L T R L T R L T R - --- - -- - -- - - ---- ---- ---- ---- - --- --- - - -- - ---- ---- No . Lanes 2 2 2 2 2 2 2 3 2 2 3 2 Volumes 122 160 312 604 332 493 602 1526 561 126 1256 137 PHF or PK15 0 . 71 0 . 77 0 . 97 0 . 99 0 . 99 0 . 83 0 . 99 0 . 97 0 . 86 0 . 84 0 . 94 0 . 65 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 96- Heavy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con . Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 23 7 42 8 Lost_ Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop . Share -1 -1 -1 -1 -1 -1 -1 -1 Prop . Prot . -2 -2 -2 -2 Signal Operations Phi: e Combination 1 2 3 4 5 6 7 8 EB teft * NB Left * thru * Thru * light * Right * _-ids Peds WB __eft * SB Left * _hru * Thru * ight * Right * .,-_,is Peds NB light * EB Right * SB light * WB Right * Green 17 . OA 16 . OA Green 17 . OA 31 . OA Yellow/AR 4 . 0 6 . 0 Yellow/AR 4 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 643 3574 0 . 275 0 . 180 22 . 9 C 18 . 3 C 715 3762 0 . 305 0 . 190 22 . 6 C 1267 3167 0 . 266 0 .400 13 . 0 B WB 1 643 3574 0 . 976 0 . 180 48 . 4 E 29 . 7 D 715 3762 0 .492 0 . 190 23 . 8 C ., 1279 3198 0 . 518 0 .400 15 . 0 B NB L 637 3539 0 . 983 0 . 180 49 . 9 E 28 . 4 D �. 1844 5588 0 . 938 0 . 330 28 . 2 D 5 1669 3091 0 . 408 0 . 540 8 . 9 B SB L 579 3217 0 . 266 0 . 180 22 . 9 C 19 . 9 C T 1844 5588 0 . 797 0 . 330 21 . 5 C 1727 3198 0 . 130 0 . 540 7 . 4 B Intersection Delay = 25 . 5 sec/veh Intersection LOS = D Los :: Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 0 . 859 1-1.'j7 HCM : SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96PMFRM.HC9 Area Type : Other 12-15-97 PM PEAK Comment : YEAR 2007 TRAFFIC, BACKGROUND + VAC. SITES + SITE W/IMPROVEMENTS Eastbound Westbound Northbound Southbound L T R L T R L T R L T R -- - - - -- - ---- ---- ---- ---- ---- --- - ---- - --- ---- ---- No . Lanes 2 2 2 2 2 2 2 3 2 2 3 2 Volumes 213 367 579 652 209 256 310 2015 1005 357 2379 175 PHF or PK15 0 . 86 0 . 95 0 . 77 0 . 97 0 . 71 0 . 92 0 . 99 0 . 95 0 . 96 0 . 73 0 . 92 0 . 62 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 96 P e ivy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Par:_ ng (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con . Peds 0 0 0 0 Ped Sutton (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 5 5 5 5 5 5 5 5 5 5 5 5 RTOR Vols 41 5 70 3 Los: Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop . Share -1 -1 -1 -1 -1 -1 -1 -1 Prop . Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right * EB Right * SE tight * WB Right * Green 24 . 5A 12 . 5A Green 17 . 5A 59 . OA Yellow/AR 3 . 0 5 . 5 Yellow/AR 3 . 0 5 . 0 Cycle Length: 130 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 674 3574 0 . 379 0 . 188 29 . 9 D 38 . 1 D 434 3762 0 . 933 0 . 115 48 . 9 E R 865 3167 0 . 913 0 . 273 35 . 3 D WE L 674 3574 1 . 027 0 . 188 59 . 9 E 46 . 3 E 434 3762 0 . 712 0 . 115 37 . 7 D R 873 3198 0 . 353 0 . 273 24 . 6 C NB L 476 3539 0 . 676 0 . 135 35 . 9 D 18 . 7 C T 2622 5588 0 . 890 0 .469 21 . 9 C R 2104 3091 0 . 523 0 . 681 6 . 7 B SB L 433 3217 1 . 164 0 . 135 126 . 2 F 64 . 8 F T 2622 5588 1 . 085 0 .469 60 . 5 F R 2177 3198 0 . 144 0 . 681 4 . 7 A Intersection Delay = 41 . 6 sec/veh Intersection LOS = E Lost Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 1 . 065 4 33 HCM : SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106AMFM.HC9 Area Type : Other 12-15-97 AM PEAK Comment : YEAR 2007 TRAFFIC, BACKGROUND + VACANT SITES + SITE W/IMPROVEM' T Eastbound Westbound Northbound Southbound L T R L T R L T R L T R -- -- -- - - --- - ---- ---- --- - ---- ---- ---- --- - - --- - --- No . Lanes 1 1 1 1 1 1 1 2 1 1 2 1 Volumes 39 68 130 355 146 118 131 810 135 180 1456 60 PHF or PK15 0 . 60 0 . 79 0 . 75 0 . 97 0 . 80 0 . 85 0 . 73 0 . 96 0 . 97 0 . 87 0 . 93 0 . 83 Lane Width 12 . 0 13 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 96 Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 6 3 7 3 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop . Share -1 -1 -1 -1 -1 -1 -1 -1 Prop . Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * Thru * ?ight * Right * 2eds Peds NB Right * EB Right * SB Right * WB Right * Green 7 . OA 12 . OA Green 8 . OA 33 . OA Yellow/AR 4 . 0 5 . 5 Yellow/AR 4 . 0 6 . 5 Cycle Length: 80 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 316 1787 0 . 206 0 . 237 12 . 7 B 14 . 4 B T 352 1944 0 . 244 0 . 181 18 . 2 C R 530 1599 0 . 312 0 . 331 13 . 0 B WB L 422 1787 0 . 867 0 . 237 28 . 2 D 23 . 2 C T 330 1818 0 . 552 0 . 181 20 . 8 C R 530 1599 0 . 255 0 . 331 12 . 7 B NB L 295 1787 0 . 607 0 . 262 12 . 6 B 10 . 0 B T 1700 3725 0 . 521 0 . 456 10 . 3 B R 918 1546 0 . 144 0 . 594 4 . 7 A SB L 295 1787 0 . 702 0 . 262 12 . 9 B 22 . 7 C T 1700 3725 0 . 967 0 .456 24 . 7 C R 949 1599 0 . 072 0 . 594 4 . 5 A Intersection Delay = 18 . 5 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9 . 0 sec Critical v/c (x) = 0 . 926 /4-,3S HCM : SIGNALIZED INTERSECTION SUMMARY Version 2 .4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106PMFM.HC9 Area Type : Other 12-15-97 PM PEAK Comment : YEAR 2007 TRAFFIC, BACKGROUND + VACANT SITES + SITE W/IMPROVEM' T Eastbound Westbound Northbound Southbound L T R L T R L T R L T R - - - - - -- - -- -- ---- ---- ---- ---- -- -- ---- ---- ---- ---- No . Lanes 1 1 1 1 1 1 1 2 1 1 2 1 Volumes 85 207 154 159 155 195 131 1863 334 186 1357 79 PHF or PK15 0 . 73 0 . 98 0 . 81 0 . 99 0 . 87 0 . 86 0 . 74 0 . 95 0 . 99 0 . 68 0 . 96 0 . 52 Lane Width 12 . 0 13 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Par.,:ing (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con . Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 9 5 15 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop . Share -1 -1 -1 -1 -1 -1 -1 -1 Prop . Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * Thru * Right * Right * _reds Peds NB Right * EB Right * SB Right * WB Right * Green 8 . OA 12 . OA Green 10 . OA 50 . OA Yellow/AR 4 . 0 5 . 5 Yellow/AR 4 . 0 6 . 5 Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 250 1787 0 . 464 0 . 210 20 . 0 C 25 . 3 D T 282 1944 0 . 749 0 . 145 33 . 6 D R 456 1599 0 . 393 0 . 285 18 . 9 C WB L 236 1787 0 . 682 0 . 210 25 . 0 C 24 . 8 C T 264 1818 0 . 675 0 . 145 30 . 7 D R 456 1599 0 . 485 0 . 285 19 . 8 C NB L 272 1787 0 . 651 0 . 250 17 . 9 C 33 . 3 D T 1993 3725 1 . 033 0 . 535 39 . 0 D R 1013 1546 0 . 318 0 . 655 4 . 9 A SB L 272 1787 1 . 007 0 . 250 65 . 7 F 19 . 6 C 1993 3725 0 . 745 0 . 535 12 . 7 B R 1047 1599 0 . 145 0 . 655 4 . 3 A Intersection Delay = 27 . 0 sec/veh Intersection LOS = D Lost Time/Cycle, L = 9 . 0 sec Critical v/c (x) = 0 . 976 a'`1J HCM : SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96AMFRM1 .HC9 Area Type : Other 12-15-97 AM PEAK Comment : YEAR 2007 TRAFFIC, BACKGROUND GROWTH + SITE W/IMPROVEMENTS Eastbound Westbound Northbound Southbound L T R L T R L T R L T R - --- ---- ---- ---- ---- - --- ---- ---- ---- --- - ---- ---- No . Lanes 2 2 2 2 2 2 2 3 2 2 3 2 Volumes 52 159 312 595 330 179 602 957 558 89 1047 110 PHF or PK15 0 . 71 0 . 77 0 . 97 0 . 99 0 . 99 0 . 83 0 . 99 0 . 97 0 . 86 0 . 84 0 . 94 0 . 65 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con . Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 23 7 42 8 Los: Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prco . Share -1 -1 -1 -1 -1 -1 -1 -1 Prce . Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right * EB Right * SB Right * WB Right * Green 17 . OA 16 . OA Green 17 . OA 31 . OA Yellow/AR 4 . 0 6 . 0 Yellow/AR 4 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 643 3574 0 . 117 0 . 180 22 . 2 C 17 .4 C T 715 3762 0 . 302 0 . 190 22 . 6 C R 1267 3167 0 . 266 0 .400 13 . 0 B WB L 643 3574 0 . 962 0 . 180 45 . 7 E 32 . 9 D T 715 3762 0 . 490 0 . 190 23 . 8 C R 1279 3198 0 . 184 0 . 400 12 . 6 B NB L 637 3539 0 . 983 0 . 180 49 . 9 E 23 . 9 C T 1844 5588 0 . 589 0 . 330 18 . 4 C R 1669 3091 0 .406 0 . 540 8 . 8 B SB L 579 3217 0 . 188 0 . 180 22 . 5 C 18 . 1 C T 1844 5588 0 . 664 0 . 330 19 . 2 C R 1727 3198 0 . 102 0 . 540 7 . 2 B Intersection Delay = 23 . 5 sec/veh Intersection LOS = C Los: Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 0 . 753 HCM : SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 96TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 96PMFRM1 .HC9 Area Type : Other 12-15-97 PM PEAK Comment : YEAR 2007 TRAFFIC, BACKGROUND GROWTH + SITE W/IMPROVEMENTS Eastbound Westbound Northbound Southbound L T R L T R L T R L T R -- -- - --- ---- -- -- ---- ---- ---- - --- ---- ---- ---- ---- No . Lanes 2 2 2 2 2 2 2 3 2 2 3 2 Volumes 102 365 579 646 208 89 310 1130 994 149 1294 42 PHF or PK15 0 . 86 0 . 95 0 . 77 0 . 97 0 . 71 0 . 94 0 . 99 0 . 99 0 . 96 0 . 73 0 . 97 0 . 62 Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 11 . 0 9 . 0 12 . 0 12 . 0 Grade 0 0 0 0 Havy Veh 1 1 2 1 1 1 2 2 1 1 2 1 Par ,:ing (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con . Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 41 5 70 3 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prcn . Share -1 -1 -1 -1 -1 -1 -1 -1 Prep . Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right * EB Right * SB Right * WB Right * Green 24 . OA 12 . OA Green 17 . OA 23 . OA Yellow/AR 4 . 0 6 . 0 Yellow/AR 4 . 0 5 . 0 Cycle Length: 95 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 941 3574 0 . 131 0 . 263 17 . 3 C 19 . 8 C T 594 3762 0 . 678 0 . 158 26 . 5 D R 1200 3167 0 . 658 0 . 379 16 . 7 C WB L 941 3574 0 . 729 0 . 263 22 . 6 C 22 . 2 C T 594 3762 0 . 519 0 . 158 24 . 4 C R 1212 3198 0 . 084 0 . 379 12 . 2 B NB L 671 3539 0 . 480 0 . 189 22 . 6 C 18 . 6 C T 1471 5588 0 . 853 0 . 263 25 . 1 D R 1724 3091 0 . 630 0 . 558 9 . 8 B SB L 610 3217 0 . 345 0 . 189 21 . 7 C 36 . 5 D T 1471 5588 0 . 998 0 . 263 40 . 1 E R 1784 3198 0 . 040 0 . 558 6 . 1 B Intersection Delay = 24 . 0 sec/veh Intersection LOS = C Los= Time/Cycle, L = 9 . 0 sec Critical v/c (x) = 0 . 778 A -qL HCM : SIGNALIZED INTERSECTION SUMMARY Version 2 . 4 12-16-1997 PFLUM, KLAUSMEIER & GEHRUM CONSULTANTS Streets : (E-W) 106TH STREET (N-S) US 421 (MICHIGAN RD) Analyst : TOM FORD File Name : 106AMF1 .HC9 Area Type : Other 12-15-97 AM PEAK Comment : YEAR 2007 TRAFFIC, BACKGROUND + SITE W/IMPROVEMENTS Eastbound Westbound Northbound Southbound L T R L T R L T R L T R - --- - --- - --- ---- - --- ---- ---- ---- ---- ---- ---- - --- No. Lanes 1 1 1 1 1 1 1 2 1 1 2 1 Volumes 8 30 116 319 113 36 126 508 113 124 1223 43 PHF or PK15 0 . 60 0 . 79 0 . 75 0 . 97 0 . 80 0 . 85 0 . 73 0 . 96 0 . 97 0 . 87 0 . 93 0 . 83 Lane Width 12 . 0 13 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 11 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 0 5.6 Heavy Veh 1 1 1 1 1 1 1 2 1 1 2 1 Par _ing (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con . Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 6 3 7 3 Los: Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Prop . Share -1 -1 -1 -1 -1 -1 -1 -1 Prop . Prot . -2 -2 -2 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * Thru * Right * Right * Peds Peds NB Right * EB Right * SB Right * WB Right * Gre=n 7 . OA 12 . OA Green 8 . OA 33 . OA Yellow/AR 4 . 0 5 . 5 Yellow/AR 4 . 0 6 . 5 Cycle Length: 80 secs Phase combination order : #1 #2 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 357 1787 0 . 036 0 . 237 12 . 2 B 13 . 7 B T 352 1944 0 . 108 0 . 181 17 . 7 C R 530 1599 0 . 278 0 . 331 12 . 8 B WB L 524 1787 0 . 628 0 . 237 16 . 5 C 16 . 9 C T 330 1818 0 . 428 0 . 181 19 . 3 C R 530 1599 0 . 072 0 . 331 11 . 8 B NB L 295 1787 0 . 586 0 . 262 10 . 8 B 8 . 8 B T 1700 3725 0 . 327 0 . 456 9 . 0 B R 918 1546 0 . 119 0 . 594 4 . 6 A SB L 424 1787 0 . 337 0 . 262 4 . 9 A 13 . 2 B T 1700 3725 0 . 813 0 . 456 14 . 4 B R 949 1599 0 . 051 0 . 594 4 . 4 A Intersection Delay = 12 . 7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9 . 0 sec Critical v/c (x) = 0 . 747