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Home My WebLink AboutTraffic Operations Analysis T~RAFFfC OPEI~4TIONS~ANALYSIS RESIDENTIAL DEVELOPMENT WEST CLAY CARMEL, INDIANA ~!/ ,~~ ~~ ~ ,`~- PREPARED FOR PITTMAN PARTNERS SEPTEMBER ZOOS A&F ENGINEERING CO., LLC CONSULTING ENGINEERS $42S KEYSTONE CROSSING, SUITE 2O0 INDIANAPOLIS, INDIANA 46240 (3171202-0864 1 1 1 1 1 1 1 TRAFFIC OPERATIONS ANALYSIS RESIDENTIAL DEVELOPMENT WEST CLAY CARMEL, INDIANA PREPARED FOR PITTMAN PARTNERS SEPTEMBER 2003 PREPARED BY: A Sc F ENGINEERING CO., LLC CONSULTING ENGINEERS 8425 KEYSTONE CROSSING, SUITE 200 INDIANAPOLIS, IN 46240 PHONE 317-202-0864 FAx 317-202-0908 1 PITTM1IAN PARTNERS TRAFFIC OPERATIONS ANALYSIS ' COPYRIGHT 1 ' This Analysis and the ideas, designs and concepts contained herein are the ' exclusive intellectual property of A&F Engineering Co., LLC and are not to be used or reproduced in whole or in part, without the written consent ' of A&F Engineering Co., LLC. 1 i 1 1 1 1 1 i 1 ~l 1 ©2003, A&F Engineering Co., LLC 1 1 PITTM.V`1 PARTNERS TRAFFIC OPERATIONS ANALYSIS ' TABLE OF CONTENTS LIST OF FIGURES ................................. ... II I I I ' CERTIFICATION ................................................. ..................................................... ....................................................... .................................................................. INTRODUCTION .................................... ...1 ..................................................... PURPOSE ................................................................................................................ ......................................................... l SCOPE OF WORK .................................................................................................... .........................................................2 DESCRIPTION OE THE PROJECT .............................................................................. .........................................................3 TABLE 1 -LAND USE DESCRIPTIONS ............................_................................. ..........................................._............3 ' STUDY AREA ................................................................................................................................................. .................3 DESCRIPTION OF 7'I{E ABD7-DING S"iREET SYSTEM ......................................................................................... .................5 TRAFFIC DATA .............................................................................................................................................. .................6 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT...._ ........................................_.................. .................9 ' TABLE 2 -GENERATED TRIPS FOR PROPOSED DEVELOPh1ENT .................................................................. .................9 I NTERNAL TRIPS ............................................................................................................................................ .................9 ' PASS-BY TRIPS .............................................................................................................................................. .................9 PEAK HOUR ................................................................................................................................................... ...............10 ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS ............................................................................... ...............10 PROPOSED DEVELOPM ENT GENERATED TRIPS ADDED TO TI{E STREET SYSTEM ........................................... ............... 13 ' YEAR 2013 PROJECTED FRAFFIC VOLUMES..._ ............................................................................................ .............._ I3 CAPACITY ANALYSIS .................................................................................................................................... ................13 DESCRIPTION OF LEVELS OE SERVICE ........................................................................................................... ................18 CAPACITY ANALYSES SCENARIOS .................._......................_..........................................................._....... ................20 ' FABLE 3 - LEVEL OF SERVICE SUMMARY- I I6'" STREET AND SHELBOURNE ROAD.._ ............................. ...._..........22 ' TABLE4-LEVEL OFSERVICESUMMARY-126"STREET ANDSHELBOURNEROAD ................................. ................23 ~fABLE 5 - LEVEI.OF SERVICE SUMMARY-131s' STREET AND SI{ELBOURNE ROAD ................................. ................24 t TABLE6-LEV EL OF SERVICE SUMMARY-141s'STREEiANDSHELBOURNEROAD ................................. ................25 TABLE 7 -LEVELOP SERVICE SUMMARY-146T" STREET' AND SHELBOURNE ROAD ................................. ................26 ' TABLES-LEVELOFSERVICESUMMARY-13151STREETANDTOWNEROAD .......................................... ................27 "FADE[ 9 - LEVEL OF SERV ICE SUMMARY-136T° STREET AND TOWNS ROAD ........................_................ ......_........25 ' TABLEIO-LEVELOFSERVICF:SUMMARY-I4ISTSTREEI'AND TOWNS ROAD..._ ................................... ................29 TABLE II-LEVEL OF SERVICE SUMMARY-I46'"STREETANDTOWNSROAD ........................................ ................30 ' R " T" 30 OAD ................ PENSION &. SHELBOURNE STREET EX TABLE I2 -LEV EL OF SERVICE SUMMARY-I36 ................ ' CONCLUSIONS & RECOMMENDA'iIONS ......................................................................................................... ................31 1 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS LIST o~ FicUUEs FIGURE 1: AREA MAP .....................................................................................................................................................4 FIGURE 2: EXISTING INTERSECTION GEOMETRIGS ................................................................................................... .......7 8 FIGURE 3: EXISTING TRAFFIC VOLUMES ................................................................................................................. ....... ' FIGURE 4A: ASSIGNMENT AND DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR SITES A-H ....................... .....1 I FIGURE 4B: ASSIGNMENT AND DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR PFFTMAN SITE .................. .....12 ' FIGURE SA: GENERATED TRAFFIC VOLUMES FOR SITES A-H Ai THE EXISTNG S'FUDY INTERSECTIONS ................ .....14 FIGURE SB: GENERATED TRAFFIC VOLUMES FOR PITTMAN DEVELOPMENT AT THE EXISTING STUDY INTERSECTIONSI S ' FIGURE SC: GENERATED TRAFFIC VOLUMES FOR ALL SITES AT THE EXISTING STUDY INTERSECTIONS ................. .....16 FIGURE 6: SUM OF EX ISTING AND YEAR 2OI3 TRAFFIC VOLUMES ..............................................._......._................ ..... I7 ' FIGURE 7: SUM OF EXISTING, YEAR 2013 AND GENERATED TRAFFIC VOLUMES FOR ALL SITES AF TFIE STUDY INTERSECT'IONS .............................................................................................................................................. .....21 34 FIGURER[ PROPOSED INTERSECTION IMPROVEMENTS ........................................................_.............._................... ..... II 1 1 1 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS CERTIFICATION I certify that this TRAFFIC OeERAT10NS ANALYSIS has been prepared by me and under my immediate supervision and that I have experience and training in the field of traffic and transportation engineering. A&F ENGINEERING CO., LLC ~r' ~ ~G S-A>fEOf Steven J. Fehribach, P.E. Indiana Registration 890237 ,;"'~;': ,'F.'y~; Joseph T. Rengel, P.E. Indiana Registration 10302408 '~ ~ '` 1030240 ~~1,\ saata III 1 1 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS INTRODUCTION This TILIFFIC OPERe1T10NS ANALI'SIS, prepared at the request of Piriman Partners, will update the Traffic Operations Analysis ~ written by A&F Engineering Co., LLC for West Clay Development in Febmary 2002. This report will analyze the traffic impacts of an additional single-family residential development, along with the seven single-family residential sites and two schools discussed in the 2002 study, within a study area determined by the City of Carmel Department of Community t Services. II PURPOSE The purpose of this analysis is to determine what effect traffic generated by the proposed developments, when fully occupied, will have on the existing adjacent roadway system. This analysis will identify any roadway deficiencies that may exist today or that may occur when these sites are developed. Conclusions will be reached that will determine if the roadway system can accommodate the anticipated traffic volumes. If the existing roadways and intersections arc inadequate, improvements will be identified so that the anticipated increase in traffic volumes can be accommodated. ' Recommendations will be made that will address the conclusions resulting from this analysis. These recommendations will address feasible roadway system improvements that will ' accommodate the proposed development traffic volumes such that there will be safe ingress and egress, to and from the proposed developments, with minimal interference to traffic on the public street system. 1 1 ' I Traffic Operations Analysis (West Clay Development), A&F Engineering Co., LLC, February 2002. 1 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS ' SCOPE OF WORK The scope of work for this analysis is: First, to obtain turning movement traffic volume counts at the following intersections: • 116x' Street & Shelboure Road • 126x' Street &Shelboume Road ' • 131 ~' Street &Shelboume Road • 141 ~' Street &Shelboume Road ' • • 146's Street &Shelboume Road 131" Street & Towne Road • 136a' Street & Towne Road • 141` Street & Towne Road • 146's Street & Towne Road ' Second, to estimate the number of new trips that will be generated by the proposed developments. Third, to assign the generated traffic volumes to the driveways and/or roadways that will serve to provide access to the proposed developments. ' Fourth, to distribute the generated traffic volumes from the proposed sites onto the public roadway system and intersections that have been identified as the study area. Fifth, to prepare an analysis including a capacity analysis and level of service analysis for each intersection included in the study area for each of the following scenarios: ' SCENARIO 1: Existing Conditions -Based on existing roadway conditions and traffic volumes. ' SCENARI02: Existing Traffic Volumes + Year 2013 Traffic Volumes + Proposed Development Generated Traffic Volumes with Proposed Roadway ' Conditions -Add the new traffic volumes that will be generated by the proposed developments to the existing traffic volumes. Finally, to prepare a TRAFFIC OPERATIONS ANALYSIS documenting all data, analyses, conclusions and recommendations to provide for the safe and efficient movement of traffic ' through the study area. 2 1 1 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS t DESCRIPTION OF THE PROJECT The proposed developments will be located in an area bounded by 116'" Street to the south, 146' ' Street to the north, Shelboure Road to the west and Towne Road to the east. Figure 1 is an area map showing the locations of each site and Table 1 provides descriptions of each site. 1 1 TABLE 1 -LAND USE DESCRIPTIONS SITE LAND USE SIZE A Sin le-Famil Residential 105 DU B Sin ]e-Famil Residential 192 DU C Sin ~ e-Famil Residential 288 DU D Sin le-Famil Residential 53 DU E Sin le-Famil Residential 111 DU F Sin ale-Famil Residential 50 DU G Sin ale-Famil Residential 68 DU Elements School 650 Students Il Middle School 1250 Students Pittman Sin ale-Famil Residential 307 DU STUDY AREA The study area has been defined to include the following intersections: • 116'" Street &Shelboume Road • 126' Street &Shelboume Road • 131 ~' Street &Shelboume Road • 141 ~' Street &Shelboume Road • 146's Street &Shelboume Road • 131 ~' Street & Towne Road • 136'" Street & Towne Road • 141 ~ Street & Towne Road • 146's Street & Towne Road • All P roposed Access Points 3 1 1 1 1 1 1 1 1 1 1 ,i ~~ PITTMAN PARTNERS CARMEL, IN ~~ SITE A CENTEX II SINGLE FAMILY RESIDENTIAL (105 DU) SITE B ^ ROEHLING SINGLE FAMILY RESIDENTIAL (192 DU) SITE C THOMPSON SINGLE FAMILY RESIDENTIAL (288 DU) SITE D ^ KESSLER SINGLE FAMILY RESIDENTIAL (53 DU) SITE E • SINGLE FAMILY RESIDENTIAL (111 DU) SITE F • SINGLEAFAMILY RESIDENTIAL (50 OU) SITE Ci ^ CENTEX I SINGLE FAMILY RESIDENTIAL (68 DU) SITE H ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUD ENTS) SITE P ^ PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) i FIGURE 1 AREA MAP ©A & F Engineering Co., LLC 2003 I "ALL Rights Reserved" 4 1 1 1 1 LJ PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS DESCRIPTION OF THE ABUTTING STREET SYSTEM This proposed development would be served by the public roadway system that 126a' Street, 131x' Street, 136's Street, 141 n Street, 146`s Street, Shelbourne Road and Towne Road. 116"' STREET- is an easUwest two-lane roadway with a posted speed limit of 40 mph in the vicinity of the development area. ] 267" STREET- is an easUwest two-lane roadway with a posted speed limit of 45 mph in the vicinity of the development area. 131ST STREET- is an easUwest two-lane roadway with a posted speed limit of 45 mph in the vicinity of the development area. 136TH STREET- is an easUwest two-lane roadway with a posted speed limit of 40 mph in the vicinity of the development area. 141ST STREET- is an eastwest two-lane roadway with a posted speed limit of 45 tnph in the vicinity of the development area. 146"' STREET- is an easdwest two-lane roadway with a posted speed limit of 40 mph in the vicinity of the development area. SHELBOURNE ROAD- is anorth/south two-lane roadway with a posted speed limit of 50 mph in the vicinity of the development area. TOWNE ROAD- is a north south two-lane roadway with a posted speed limit of 45 mph in the vicinity of the development area. 116`h Street & Shelbourne Road -Figure 2 shows the geometries and traffic controls at this intersection. 126`n Street &Shelbourne Road -Figure 2 shows the geometries and traffic controls at this intersection. 131x` Street &Shelbourne Road -Figure 2 shows the geometries and traffic controls at this intersection. 141` Street & .Shelbourne Road -Figure 2 shows the geometries and traffic controls at this intersection. 146`n Street &Shelbourne Road -Figure 2 shows the geometries and traffic controls at this intersection. 5 1 1 u u LJ u PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS 131x` Street & Towne Road -Figure 2 shows the geometries and traffic controls at this intersection. 136`h Street & Towne Road -Figure 2 shows the geometries and traffic controls at this intersection. 141x` Street & Towne Road -Figure 2 shows the geometries and traffic controls at this intersection. 146` Street & Towne Road -Figure 2 shows the geometries and traffic controls at this intersection. TRAFFIC DATA A peak hour manual turning movement traffic volume count was made at each of the existing study intersections for the West Clay Traffic Operations Analysis by A&F Engineering Co., LLC. The traffic volume count includes an hourly total of all "through" traffic and all "turning" traffic at each intersection. The traffic volume counts were made during the hours of 6:00 AM to 9:00 AM and 3:00 PM to 6:00 PM in January 2002. These traffic volume counts are included in Appendix A. A 2 percent growth rate has been applied to the traffic volume counts to determine an estimate for the existing traffic volumes at each study intersection. Figure 3 is a summary of these traffic volumes at the study intersections. 1 1 1 1 1 1 1 1 1 ~ & ~ ~ ~ ~ ~' 1 t 1 ~ i ~' 1~ o e ° ° o o ° ,~~,~~~ ,~rs~ .~, u~„ ~r~ ~~.s~~ -. ~„ ~ ,~ 0 0 0 0 ~ a 126TH STREET A ND SHELBOURNE ROAD 131ST STREET AND SHELBOURNE ROAD 131ST STREET AND TOWNS ROAD 136TH STREE T AND TOWNS ROAD 1 1 ~ A o t ~ II ~ ° ° ° ° ° ~' racsrsrnFEr as,~ ao.ww us~smEEr u.v+i usrsmEEr aoAgf asmism~r F 1- 1- F H y -- 1 ~ O O O O O & ~ 7 2 141ST STREET AND SHELBOURNE ROAD 146TH STREET AND SHELBOURNE ROAD 141ST STREET AND TOWNS ROAD 146TH STREET AND TOWNS ROAD 0 g 1~ ~ ~ ~ FIGURE 2 .z, ~ 0 o EXISTING INTERSECTION GEOMETRICS 1 PITTMAN PARTNERS CARMEL, IN 116TH STREET AND SHELBOURNE ROAD ~ ©A & F Engineering Co., LLC 2003 "ALL Rights Reserved" 7 i 1 1 1 1 1 ~O 3~ 2 ~ j 3 . WQ I~Q ^ o j~p (3) ~VV Z9 (14) ILIL ~ ~ ,~ 3 (2) ~ ~ ~ ~ 25 ~99~ 146TH S7REET y 66 29 i `~ ^~ ~~ 141ST STREET ~ ~, 4 v y - ! Ir t j o= slTe, j 4 m 5 ~ I 6~ v o D ~ j III ~ Ihli \B --f ~~~ ZO (Z) ~v_ ~'~1 (4) ~ ~ ~ 'fig (ig) Q ~ i~ \;;---: O ~ ISITE(~ I -'\~, i II - ~ ° f-5 (6) - ^ "~ f- 106 (113) ~ d ^' t-' 48 (101) ¢ Q ~.._.. A ~~~,` ~L_i.~ _..J ~ ~ 4 r 34 c7) ~ y ~ .r 128 (25) ~ y y s 65 (47) U1 O i '°'~-r~~-.' '- S ~ 1361NSTREETEX7PNSlON ! ~~ j^~;~~ I I (/ ~~ 1-~~~ (1) 1J 1~ '~ ~1 (1) OS ~1 '~ ~ (3S) 71 1~ ~ (1 \- ~ .r --~ t' 11`_ SITE (10) 4 -- - N .n (143 79 -i - ,n H (84) 124 --- v+ m .,~ u' W ! ! , sITE ~ ~I ! i 1~ i (3) s ~ a (7j 1z~, gym,. (e) 17Z =,.~ 3 j SCE j j P (~I ISEE~1 ~' `"o~ ~°< ~~°-~v ~__.. ~~~~ ~1~ 131ST STREET ~ - e 8 9 r-'iT +~:81TE, ~' 7 M ,~ o i r- ijo ! W;i3 „~~ Z6 (16) ~<° ,td (1) "-~ tl (z) L. --.J ;a, I Oi' ;n m ono e- 45 (7) r m ..> ~- 190 (98) ~IF~ ._, =_.,~ ~\\O ,~ y X129 (36) ~ + ~ X46 (13) ~ + ~ 170 (dl) 12srH STREET `~~ ~' R } r- (<) ' ~' h ~ r- (3<) 7 ~' h T ~ r.._..---`----"-~ (34) 4 -- ` o `~ (230) 79 -~ - .~ n -i BMEi =^ (4) 4~ Coo (16) 44 ~, v.°.,o ,c r r ~. 121ST STREET 1 (~% ~-- 269 (308) ~~" '^ ~-- 314 (337) ~~// x260 (78) ~ 4 ~~! ! ii6TH STREET ~ ~ /~ ~- (30t) St 1 (392) 234 ~ ;o (397) 249 -> (9) 13 •~, o o i Q ~~ LAND USE LEGEND ~ LEGEND 00 = A.M. PEAK HOUR SITE A • SNGLE FAMILY RESIDENTIAL (105 DU) (00) = P.M. PEAK HOUR ~ = NEGLIGIBLE SITE B ^ ROEHLING SINGLE FAMILY RESIDENTIAL (192 DU) SITE C • swGLES~aMaY RESIDENTIAL (288 DU) o SITED • SNGLE FAMILY RESIDENTIAL (s3 Du) FIGURE 3 _" SITE E • TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) I EXISTING TRAFFIC VOLUMES o SITE F • SINGLEAFAMILY RESIDENTIAL (50 DU) " SITE d ^ CENTEX I SINGLE FAMILY RESIDENTIAL (68 DU) e SITE H • ELEMENTARY SCHOOL (650 STUDENTS) o MIDDLE SCHOOL (1250 STUDENTS) a PITTMAN PARTNERS pITTMAN I ©A & F En ineerin Co., LLC 2003 o CARMEL, IN SITE P SINGLE FAMILY RESIDENTIAL (307 DU) "ALL Righ9 Reserved" i j 8 1 1 1 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT The estimate of traffic to be generated by the proposed developments is a function of the development size and of the character of the land use. Trip Generationz report was used to calculate the number of trips that will be generated by the proposed developments. This report is a compilation of trip data for various land uses as collected by transportation professionals throughout the United States in order to establish the average number of trips generated by various land uses. Table 2 is a summary of the trips that will be generated by the proposed developments. TABLE 2 -GENERATED TRIPS FOR PROPOSED DEVELOPMENT DEVELOPMENT INFORMATION GENERATED TRIPS SITE LAND USE [TE CODE SIZE AM ENTER AM EXIT PM ENTER PM EXIT A Sin le-Famil Residential 210 105 DU 21 62 72 40 B Sin ale-Famil Residential 210 192 DU 36 108 124 70 C Sin le-Famil Residential 210 288 DU 53 158 178 100 D Sin le-Famil Residential 210 53 DU 12 35 39 22 E Sin a-Famil Residential 210 1 t 1 DU 22 65 75 42 F Sin le-Famil Residential 210 50 DU 11 33 37 21 G Sin e-Famil Residential 210 68 DU 14 43 49 27 Elementary School 520 650 Students 111 77 0 0 H Middle School 522 1250 Students 328 247 94 106 Pittman Sin a-Famil Residential 210 307 DU 56 168 189 106 An intemal trip results when a trip is made between two land uses without using the roadway INTERNAL TRIPS study. However, these trips will be ignored and no reductions will be taken in order to create a system. A small portion of internal trips will occur between the developments considered in this "worst-case" scenario. PASS-BY TRIPS Pass-by trips are trips already on the roadway system that decide to enter a land use. Residential developments do not generate pass-by trips. Therefore, no reduction will be applied for pass-by t Z Trip Generation, Institute of Transportation Engineers, Sixth Edition, 1997. 9 1 1 1 1 1 1 1 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS trips. On the other hand, the elementary school and middle-school will produce pass-by trips. However, these trips will be ignored and no reductions will be taken in order to create maximize the traffic impacts within the study azea. PEAK HOUR Based on the existing traffic volumes that were collected for this analysis, the adjacent street peak hour varies between the intersections. Therefore, the actual peak hour at each intersection will be used for this analysis to represent the maximum traffic volumes at each intersection. ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS The study methodology used to determine the generated traffic volumes that will be added to the street system is defined as follows: ]. The volume of traffic that will enter and exit the proposed sites must be assigned to the various access points and to the public street system. Using the traffic volume data collected for this analysis, traffic to and from the proposed sites has been assigned to the proposed driveways and to the public street system that will be serving the sites. 2. To determine the volume of traffic that will be added to the public roadway system, the generated traffic from each site must be distributed by direction to the public roadways at their intersection with the proposed driveways. For each of the proposed developments, the distribution was based on the existing traffic patterns and the assignment of generated traffic. The assignment and distribution of the generated traffic volumes within the study azea, to and from proposed sites A-H, was discussed in the West Clay Traffic Operations Analysis. For reference, the assignment and distribution of each site is included in Appendix A. The quantitative results from these sites are summarized on Figure 4A. The assignment and distribution from the Pittman site is summarized on Figure 4B. 10 1 1 t 1 i I 1 1 1 ' LA N D USE LEGEND SITE A ^ CENTEX II SINGLE FAMILY RESIDENTIAL (705 DU) SITE B ^ ROEHLING SINGLE FAMILY RESIDENTIAL (192 DU) SITE C SHNG~LES~AMILY RESIDENTIAL (288 DU) o SITE D ^ KESSLER SINGLE FAMILY RESIDENTIAL (53 DU) ~~ SITE E ^ TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) o SITE F • SINGLEAFAMILY RESIDENTIAL (SO DU) W r SITE d . cENrcx I SINGLE FAMILY RESIDENTIAL (68 DU) ' % SITE H • ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUDENTS) PITTMAN PARTNERS PITTMAN ' % 8 `% SITE CARMEL, IN P • SINGLE FAMILY RESIDENTIAL (307 DU) 11 1 ~ 0 o a BX (1 4X) ~ t 3 -~0 t 1 5X) . . , . (14.6X) S.dX S f ~ I x .n x e m o+ o X m ~. ~ X x < a m X e v 3 0<0 ?~ e ~ ~-0.3X (0.2X) 0 0; ~ .- 1.SX (5.5X) ~! ~ lr ~ a.ox (z.4x) (3.5X) 3.7X ->• ~ ~ x (4.6X) 9.1X ~, \ u, xro X m 4 00 ~ 5 0 ~ \ 00 ~-0.1X (0.1X) o ~ 4 ~ I,~o.1x (o.zx) h? hTr~ 2X)0.1%->• x^ Ix~rx 2X) 0.1X', o o (1.0X) 0.5X', o 0 0 \ X ~ \ ~ ~ X 7 =~ x t 0.3X (1.3X) ~J ~ l~ r 1.ox (o.9x) 8 ~~ l 0.3X (0.4X) (0.5X) 0.7X ? ^o x x N N i ` O 0.5X ~ Ih ~ ~~ 7.6X -->• ~ x x 1.9X d - - 6 0= ,-`~ ~ ~ t0.5X (2.2X) o "+ = ~- 2.2X (9.8X) y r 1.5X (.5X) (o.sX) o.6X ~' ` ' (5.6X) 6.6X ->• x x a (1.2X) l.sX 3, ~o r 9 0 \ ~. ~ 1.3X (2.1Y.) 1X) 0.1X y \ o I ~ LEGEND 00 = A.M. PEAK HOUR (00) = P. M. PEAK HOUR • = NEGLIGIBLE ' FIGURE 4A I ASSIGNMENT & DISTRIBUTION OF. GENERATED TRAFFIC VOLUMES FOR SITES A-H ©A & F Engineering Co., LLC 2D03 ~ "ALL Rights Reserved" 1 1 1 1 1 1 1 1 1 1 1 PITTMAN PARTNERS CARMEL, IN SITE A SINGLE FAMILY RESIDENTIAL (105 DU) SITE B ^ ROEHLING SINGLE FAMILY RESIDENTIAL (192 DU) SITE C • THOMPSON SINGLE FAMILY RESIDENTIAL (288 DU) SITE D • SINSGLE FAMILY RESIDENTIAL (53 DU) SITE E ^ TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) SITE F ^ KLINEMAN SINGLE FAMILY RESIDENTIAL (50 DU) SITE d ^ CENTEI( I SINGLE fAMILY RESIDENTIAL (68 DU) SITE H • ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUDENTS) SITE P • PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) v 1 2 + 3 x x L BX x . L' x ~ x L 6X N M m M• I .- M b ~jy y4' ~y4~ 26X 1 ~ I ? tX 1 f x x x \ M ; M M 4 5 6 t tX ~ t 7% ~ y h?r- h?r- h ? xNx ox~ _ 6X _ \ tX1 ax~ ~ 7/ I \ la/ I \ Is '-~ F 33X ~ ~-- 1 X = t 7X .X?h ?r- •1 ?f- 33X -- x 1X y x - 7X ->• x - cx ~, '° P Ittax ~- 2x lr ~ aax zx ->•I ~ LEGEND • = NEGLIGIBLE FIGURE 4B ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR PITTMAN DEVELOPMENT ©A & F Engineering Co., LLC 2003 I "ALL Rights Reserved" 1 u 1 PI'1"rN1AN PARTNERS TRAFFIC OPERATIONS ANALYSIS PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET SYSTEM Generated traffic volumes that can be expected from each of the proposed sites have been prepared for each of the existing study area intersections. The generated peak hour volumes for sites A-H were discussed and calculated in the West Clay Traffic Operations Analysis. These volumes are summarized on Figure SA. For this report, the generated peak hour volumes for the Pittman site was calculated. These volumes are summarized on Figure SB. The total generated traffic volumes from both the Pittman site and the previously planned sites A-H are summarized on Figure SC. These volumes are based on the previously discussed trip generation data, assignment of generated traffic, and distribution of generated traffic. YEAR 2013 PROJECTED TRAFFIC VOLUMES To evaluate future traffic impacts on the public roadway system, the existing traffic volumes are projected forward over aten-year horizon. The design year used for this project is 2013. Therefore, a 2 percent per year growth rate has been applied to the existing traffic volumes over ten years to determine an estimate of the year 2013 traffic volumes at each study intersection. The Year 2013 projected traffic volumes are shown on Figure 6. CAPACITY ANALYSIS The "efficiency" of an intersection is based on its ability to accommodate the traffic volumes that approach the intersection. The "efficiency" of an intersection is designated by the Level-of- Service (LOS) of the intersection. The LOS of an intersection is determined by a series of calculations commonly called a "capacity analysis". Input data into a capacity analysis include traffic volumes, intersection geometry, number and use of lanes and, in the case of signalized intersections, traffic signal timing. To determine the level of service at each of the study intersections, a capacity analysis has been made using the recognized computer program based on the Highx~ay Capacity Manual (HCM)3. ' s Transportation Research Board, National Research Council, Washington, DC, 2000. 13 1 1 1 1 ~ 1 1 d 0 n 0 x o s o PITTMAN PARTNERS ' o CARMEL, IN ~r~~~V VVr rr Yr~~V SITE A • SINGLE FAMILY RESIDENTIAL (105 DU) SITE B • sINGLENfAMILY RESIDENTIAL (192 DU) SITE C • SHNG~LES~AMILY RESIDENTIAL (288 DU) SITE D ^ KESSLER SINGLE FAMILY RESIDENTIAL (53 DU) SITE E SRtJGLE FAMILY RESIDENTIAL (111 DU) SITE F • SINGLEAFAMILY RESIDENTIAL (50 DU) SITE d • SINGLE FAMILY RESIDENTIAL (68 DU) SITE H • ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUD ENTS) SITE P PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) 14 _ / ""' Z ~ ' ' , i ~ t ~ 54 (t5 .- - 49 (16 ( ~~ d (2) .n m N vc .o .n {J ,~ l- ,~ l- i~ 2z (ta) ~ ,~ ~- t sa (26) (t60) 171 ~' I ~ ~ ) h N (38) 53 -~ o, m ~, \ ~ ~ (50) 131 Z m~ \ ~m>~ 4 _ 5 6 -~-- _ ~^ ~--2 (t) ~+ v~ $ x-32 (1C h? h?A c6)91 h?r~ \(2) I', w (11) 7', Vvv 13) 21Z vNv 7 ~, 8 ~, 9 W \ _ ~ ~ `~ t- 37 (125) .^ :~ E- • (1) ^ F• 1 (2) y r 15 (10) {~ .~ ~ 5 (4) ~. ~ 19 (23) 5 1D ~ ((; ,o ~ 109 -- (10) y ) + r N (t) 2 -- -_ v:o v '`' LEGEND 00 = A. M. PEAK HOUR (00) = P. M. PEAK HOUR ' =NEGLIGIBLE FIGURE 5A GENERATED TRAFFIC VOLUMES FOR SITES A-H AT THE l STUDY INTERSECTIONS ©A & F Engineering Co., LLC 2003 "ALL Rights Reserved" 1 1 s PITTMAN PARTNERS CARMEL, IN SITE A SINGLEX FAMILY RESIDENTIAL (105 DU) SITE B ROEHLING SINGLE FAMILY RESIDENTIAL (192 DU) SITE C S NGLLES~AMILY RESIDENTIAL (288 DU) SITED • SINGLE FAMILY RESIDENTIAL (53 DU) SITE E ^ TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) SITE F ^ KLINEMAN SINGLE FAMILY RESIDENTIAL (60 DU) SITE (3 ^ CENTEX I SINGLE FAMILY RESIDENTIAL (68 DU) SITE H ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUDENTS) SITE p ^ PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) a I~ ) 2 3 ~"~ ° td (16) °^ + I•C. ~. v~`n •t-3 (11) [O ~~ M N ~~ ( ) N O N N ~- N ~O (49) 141 f N ~~ ? (2) 1'' O N .°. o N v 4 5 6 M ~~4p ~ o ~--3 (11) ~. ~ 1 {2) .~ ~ 4 (13) ~ 7 h?r- h?r- h? / $ -- 9 `- ~-- 18 (62) - ~- 1 (2) y - t- 4 (13) 1 1 .1 (35))65 -. h (,) 2 ~ : N ~ ())12 -~ \6) 10 ~, .~ ,... ~~, t 26 (, 6 / l ~- 2 (2) y r74 (47> c4) , -~ ~ LEGEND 00 = A.M. PEAK HOUR " (00) = P.M. PEAK HOUR = NEGLIGIBLE FIGURE 5B 1 GENERATED TRAFFIC VOLUMES FOR PITTMAN DEVELOPMENT AT THE STUDY INTERSECTIONS + ©A & F Engineering Co., LLC 2003 I "ALL Rights Reserved" IS 0 1 ~~ [I I I 1 d ~~ 3 LJ a PITTMAN PARTNERS ' o CARMEL, IN i SITE A • SINGLE FAMILY RESIDENTIAL (105 DU) SITE B • NG ENF SI L AMILY RESIDENTIAL (192 DU) SITE C • s CM S~ N E AMILY RESIDENTIAL (288 DU) SITE D • SINGLE FAMILY RESIDENTIAL (53 DU) SITE E ^ TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) SITE F • IN L A S G E FAMILY RESIDENTIAL (50 DU) SITE O • sINCLEX FAMILY RESIDENTIAL (68 DU) SITE H • ELEMENTARY SCHOOL (650 S TUDENTS) MIDDLE SCHOOL (1250 STUD ENTS) SITE P • PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) 16 I ~ ~-- 2 ~.- 3 m~ o /_"v x-58 (30 " t49 (16 v~ v t7 (13) O M N N M N N tG M t0 _ V m^ ~~ 21 (6O) {~ y y + 4 r22 (1a) ~ ,~ 4 r58 (26) (209) 911 '~ ~ '~ ~ (d) 21 h N ~ m (38) 53 ~ o m \\ N N N N _ ~ H 4 5 6 ~ m \ _ _ ~. ~ ~ 1 (2) ,~ ~ 5 (18) ~ .~ ~ ~ 22 (5. h?r~ hTr- c6)91 h?A (2) 1 --- < , ; N o+ ~ < (67) 104 _, .o ~ ° . ~ ~i=y ~i~ ~ ° $ - 9 o ~ ^'' `-' t'-55 (187) _ M N !•1 (3) ~' FS (15) 6 ~ ` 1 10 ( ~ ~ • ~' ) 164-~ 105) .~N ~ (Z) (9) 14 23) 37~, d °G Vv vim/ .°., P ° ~" Z 28 (17 N ~ F 21 (51) ~1 ~ l~ r.zoo (9s) (2) 3 1 LEGEND 00 = A. M. PEAK HOUR (00) = P. M. PEAK HOUR ~ ' = NEGLIGIBLE i I FIGURE 5C GENERATED TRAFFIC VOLUMES FOR ALL SITES AT THE ~ STUDY INTERSECTIONS 1 ©A & F Engineering Co., LLC 2003 ~ "ALL Rights Reserved" 1 1 1 1 PITTMAN PARTNERS CARMEL, IN ~~ SITE A • N FA SI GLE MILY RESIDENTIAL (105 DU) SITE B • N NF SI GLE AMILY RESIDENTIAL (192 DU) SITE C ^ SH CMESOAMILY RESIDENTIAL (288 DU) SITE D • sINSCLEE FAMILY RESIDENTIAL (53 DU) SITE E • SINGLE FAMILY RESIDENTIAL (111 DU) SITE F ^ KLINEMAN SINGLE FAMILY RESIDENTIAL (50 DU) SITE d • SINGLE FAMILY RESIDENTIAL (68 DU) SITE H • ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUDENTS) SITE P • SINGLENFAMILY RESIDENTIAL (307 DU) 17 ~ :. s 2 m 3 ° ~ , ~"= 4..3 17 o It ~ = '~n 1 m °-' n ( ) <--239 (345) m ~ o 2(a) _ v°-' - ( 7 F30 (119) ,~ ~ r 139 (59) ~ 4 ~ 4 (2) ~ ~ 4 ~ 79 (35) 123) 26 1 c hfr+ fr+ 5) 4 ? ( hf~ S47) 255 ->• N „~ ~ o (62) 84 -~ ~ N N --o°OO° ~ i °pV ~-m~_ 4 5 a 6 ~m~ '~o (z) ~v~ t1 (5) ~~" t6 (22) o ~- 6 (7) - o < ~- 127 (136) "+ v %~ f 58 (128 t~ ,~ 7 r 41 (B) l~ ~ + 7 ~ 154 (30) ~ ,~ y ~ 78 (56) c1)81 hf r- c1)01 hf r- (42)$1 hf ~ (12) 5 -~ ~ < (172) 95 -> - ,:, (101) 149 ->• ~ a+ a (4) 63 ~r.o (8) 143 ~o~ x(10) 20~ a' Nv \ _ ~iN ~/ ~ $ ~ 9 o e o e- 54 (8) ° °' e-•228 (118 ,~ y X155 (43) I l, ~ I 7 j-55 (16) `` ~ ,~ 7 X204 (49) ~ 511 h f ~ 41 1 ) hf N (41) 5 ~ (276) 95 -~ ° (5)53 ~i (19)533 ~~ e ~<<~ ' LEGEND 00 = A. M. PEAK HOUR (00) = P.M. PEAK HOUR ' = NEGLIGIBLE FIGURE 6 SUM OF EXISTING AND YEAR 2013 TRAFFIC VOLUMES l i ©A & F Engineering Co., LLC 2003 I "ALL Rights Reserved" 1 I' u LJ PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS DESCRIPTION OF LEVELS OF SERVICE The following descriptions are for signalized intersections: Level of Service A - describes operations with a very low delay, less than or equal to 10.0 seconds per vehicle. This occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Level of Service B - describes operations with delay in the range of 10.1 to 20.0 seconds per vehicle. This generally occurs with good progression. More vehicles stop than LOS A, causing higher levels of average delay. Level of Service C - describes operation with delay in the range of 20.1 seconds to 35.0 seconds per vehicle. These higher delays may result from failed progression. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. Level of Service D - describes operations with delay in the range of 35.1 to 55.0 seconds per vehicle. At level of service D, the influence of congestion becomes more noticeable. Longer delays may result from some combinations of unfavorable progression. Many vehicles stop, and the proportion of vehicles not stopping declines. Level of Service E - describes operations with delay in the range of 55. t to 80.0 seconds per vehicle. This is considered to be the limit of acceptable delay. These high delay values generally indicate poor progression and long cycle lengths. 18 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS ' Level of Service F - describes operations with delay in excess of 80.0 seconds per vehicle. ' This is considered to be unacceptable to most drivers. This condition often occurs with oversaturation, i.e., when amval flow rates exceed the ' capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. ' The following list shows the delays related to the levels of service for unsignalized intersections: Level of Service Control Delav (seconds/vehicle) ' A Less than or equal to 10 B Between 10.1 and I S ' C Between 15.1 and 25 D Between 25.1 and 35 ' E Between 35.1 and 50 F greater than 50 1 1 u 1 19 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS ' CAPACITY ANALYSES SCENARIOS To evaluate the proposed. development's effect on the public street system, the traffic volumes from each of the various parts must be added together to form a series of scenarios that can be ' analyzed. The analysis of these scenarios determines the adequacy of the existing roadway ' system. From the analysis, recommendations can be made to improve the public street system so it will accommodate the increased traffic volumes. An analysis was made for the AM peak hour and PM peak hour for each of the study ' intersections for each of the following scenarios: SCENARIO I: Existing Traffic Volumes - These are the traffic volumes previously discussed in this analysis based on the counts obtained in January 2002. Figure 3 is a summary of these traffic volumes at the study intersections. ' SCENARIO 2: Existing Traffic Volumes + Year 2013 Traffic Volumes + Proposed Development Generated Traffic Volumes -Figures 7 summarize these traffic volumes at the existing and proposed study intersections for the peak hour. The requested analyses have been completed and the computer solutions showing the level of ' service results aze included in Appendix A. The tables that are included in this report aze a summary of the results of the level of service analyses and are identified as follows: Table 3 - 116a' Street &Shelboume Road ' Table 4 - 126's Street &Shelboume Road Table 5 - 131` Street &Shelboume Road Table 6 - 141 ~ Street &Shelboume Road ' Table 7 - 146a' Street &Shelboume Road Table 8 - 131` Street & Towne Road Table 9 - 136a' Street & Towne Road Table 10 - 141 ~' Street & Towne Road Table 11- 146`" Street & Towne Road Table 12 - 136'" Street Extension &Shelboume Road 1 n 20 1 t 1 0 0 .. a PITTMAN PARTNERS o CARMEL, IN i LAND USE Ltc~tnu SITE A • CENTEx II SINGLE FAMILY RESIDENTIAL (105 DU) SITE B ^ ROEHLING SINGLE FAMILY RESIDENTIAL (192 DU) SITE C • SINGLES~AMILY RESIDENTIAL (288 OU) SITE D ^ KESSLER SINGLE FAMILY RESIDENTIAL (53 DU) SITE E ^ TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) SITE F • SINGLE AFAMILY RESIDENTIAL (50 DU) SITE d ^ CENTEX I SINGLE FAMILY RESIDENTIAL (68 DU) SITE H • ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUDENTS) SITE P • SINGLENFAMIL7 RESIDENTIAL (307 DU) ~ °~ Z ~< 3 ^r < `~' ~ 61 (47 _ - " Z 51 (20 _ v o " t 18 (30 m o m ~ ~+ f 239 (345) e ~ ~ n '~" f 51 (179) `1 .~ 4 ~ 139 (59) + 4 r 26 (16) ~ j 4 r 137 (61) S32) 117 ? h ~ ~ ~ ~ (9) 6 1 ` `1 S47) 255 --- r ~ < N ~ (100) 137 ->• m r n ~ ~ °~~ 4 m 5 -- 6 ~_~ _ ~< ~~ - N n f g (8) - < e ~- 121 (136) '~^ ~ '~ f 93 (24E ~/ .~ 4 r 42 (10) (J j 7 j 159 (45) ~ + y r 100 (61 ( 1 ` `' ~ ~ ) ~ ~ ~ ) ` `' - (1 4) fi- 95-- (172) 253-- (168) (8) 8', ~ ~ ~ (27) 23 7, ei ^ e v 23) /1', v ~ .-. ~ ~ v v N \ ~ ~ ^ o --~. / ,v ~ 11 (33 ~- ~~n °- Z S (1) " v~~ t l (2) ^~ ~ °-' f-55 (187) < o e-SS (11) d ~ d F233 ( ~/ ,~ 4 ~ 170 (53) ~ + ~ ,~ 60 (20) ~ y 4 j 223 c6)g1 h?r- c„>111 h?~- c4,)8s h?r+ 105) 164 y ~ (43) 8 --- ~ - e (285) 109 y ~_ ~ - ~(23) 37 Z ^ ~ (5) 5 Z ~~ m x(19) 53 3 ~ o m ~ ~„v ~n ~ Vim.., P ~r ~ '~ ~o -za (n x--21 (51) ,~ 4 r 200 (95) (2)3~' h?r- (4) 107 ~ m , ~ o n .~ LEGEND 00 = A. M. PEAK HOUR (00) = P.M. PEAK HOUR = NEGLIGIEIIE i FIGURE 7 SUM OF EXISTING, YEAR 2013 & GENERATED TRAFFIC VOLUMES FOR ALL SITES AT~THE STUDY INTERSECTIONS S ©A & F Engineering Co., LLC 2003 "ALL Righls Reserved" 21 PrrnnAN PARTNERS TRAFFIC OPERATIONS ANALYSIS TABLE 3 -LEVEL OF SERVICE SUMMARY-116r" STREET AND SHELBOURNE ROAD AM PFAK HOi TR SCENARIO IA SCENARIOIB SCENARIO IC SCENARI02 MOVEMENT EAST WEST Northbound A roach --- B C B B Southbound A roach C --- F B B Eastbound A roach A --- A A B Westbound A roach --- A A A C Intersection --- --- --- B B PM PEAK HOiJR SCENARIO IA SCENARIOIB SCENARIO IC SCENARI02 MOVEMENT EAST WEST Northbound A roach --- C F B C Southbound A roach C --- F B C Eastbound A roach A --- A B C Westbound A roach --- A A B B Intersection --- --- --- B C SCENARIO IA: Existing Traffic Volumes with Existing Conditions (East=116` Street & North Leg of Shelboume Road, West=116"' Street & South Leg of Shelboume Road) SCENARIO 1B: Existing Traffic Volumes with Future Geometrics* and Existing Two-Way Stop Control with Shelboume Road Stopping for 116`h Street. SCENARto 1 C: Existing Traffic Volumes with Proposed Geometrics** and a Proposed Traffic Signal. SCENARto 2: Sum of Existing, Year 2013 and Generated Traffic Volumes with Proposed Geometrics** and a Proposed Traffic Signal. * Future plans call for Shelboume Road to be aligned at the intersection of 116`h Street. However, each approach will be maintained as one lane and Shelboume Road will continue to stop for 116' Street. This realignment is shown on Figure 8. ' ** The proposed geometries include the realignment of Shelboume Road and the addition of left-tum lanes along all approaches. The realignment and proposed lanes are shown on Figure 8. 1 22 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS !J L TABLE 4 -LEVEL OF SERVICE SUMMARY-126T" STREET AND SHELBOURNE ROAD AM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Southbound Left-Tum A A Westbound A roach A B PM PEAK HOi1R MOVEMENT SCENARIO 1 SCENARIO 2 Southbound Left-Tum A A Westbound A roach B C SCENARIO l : Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing, Year 2013 and Generated Traffic Volumes with Proposed Geometrics* and Existing Traffic Control. * The proposed geometrics at this intersection include the addition of a right- turn lane along the northbound approach, as well as a left-turn lane along the southbound and westbound approaches. These improvements are illustrated on Figure 8. 23 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS TABLE 5 - LEVEL OF SERVICE SUMMARY-131sT STREET AND SHELBOURNE ROAD AM PEAK HOiTR MOVEMENT SCENARIO 1 SCENARIO 2A SCENARIO 2B Northbound A roach A C B Southbound A roach A E C Eastbound A roach A C C Westbound A roach A C B Intersection A D C PM PEAK HOUR MOVEMENT SCENARIO I SCENARIO 2A SCENARIO 2B Northbound A roach B F D Southbound A roach A B B Eastbound A roach A B B Westbound A roach A C B Intersection A F C SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2A: Sum of Existing, Year 2013 and Generated Traffic Volumes with Existing Geometrics and Existing Traffic Control. SCENARIO 2B: Sum of Existing, Year 2013 and Generated Traffic Volumes with Proposed Geometrics* and Existing Traffic Control. * The proposed geometrics include the addition of a left-turn lane along all approaches at this intersection. These improvements are illustrated on Figure 8. 24 1 1 PrrrMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS 'TABLE 6 - LEVEL OF SERVICE SUMMARY-141ST STREET AND SHELBOURNE ROAD AM PEAK HniTR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Left-Turn A A Southbound Left-Tum A A Eastbound A roach A B Westbound A roach B B PM PEAK HOUR MOVEMENT SCENARIOI SCENARI02 Northbound Left-Tum A A Southbound Lefr-Tum A A Eastbound A roach B B Westbound A roach B B SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing, Year 2013 and Generated Traffic Volumes with Proposed Geometrics* and Existing Traffic Control. * The proposed geometries include the addition of a left-turn lane along al] approaches at this intersection. These improvements are illustrated on Figure 8. 25 1 t 1 PrITMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS TABLE 7 - LEVEL OF SERVICE SUMMARY-146TF~ STREET AND SHELBOURNE ROAD AM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound A roach A B Southbound A roach B C Eastbound Left-Turn A A Westbound Left-Tum A A PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound A roach B B Southbound A roach B B Eastbound Left-Turn A A Westbound Left-Tum A A SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing, Year 2013 and Generated Traffic Volumes with Proposed Geometrics* and Existing Traffic Control. * The proposed geometries include the addition of a left-turn lane along all approaches at this intersection. These improvements are illustrated on Figure 8. 26 PrrrroIANPARTNERS TRAFFIC OPERATIONS ANALYSIS t 1__1 1 TABLE 8 -LEVEL OF SERVICE SUMMARY-131sT STREET AND TOWNE ROAD AM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2A SCENARIO 2B Northbound A roach B C A Southbound A roach C F B Eastbound A roach B C B Westbound A roach B B B Intersection C F B PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2A SCENARIO 2B Northbound A roach C F B Southbound A roach B C A Eastbound A roach B C B Westbound A roach B D B Intersection B E B SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2A: Sum of Existing, Year 2013 and Generated Traffic Volumes with Proposed Geometrics* and Existing Traffic Control. SCENARIO2B: Sum of Existing, Year 2013 and Generated Traffic Volumes with Proposed Geometrics* and Proposed Traffic Signal. * The proposed geometries include the addition of a left-turn lane along all approaches at this intersection. These improvements are illustrated on Figure 8. 27 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS G TABLE 9 -LEVEL OF SERVICE SUMMARY-136TH STREET AND TOWNE ROAD AM PEAK HOiJR MOVEMENT SCENARIO 1 SCENARIO 2A SCENARIO 2B Northbound A roach --- A B Southbound A roach A A E Eastbound A roach --- E B Westbound A roach C F B Intersection --- --- D PM PFAK lanTTR MOVEMENT SCENARIO 1 SCENARIO 2A SCENARIO 2B Northbound A roach --- A D Southbound A roach A A B Eastbound A roach --- D B WestboundA roach B F B Intersection --- --- C SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2A: Sum of Existing, Year 2013 and Generated Traffic Volumes with Proposed Geometrics and Proposed Traffic Control*. SCENARIO 2B: Sum of Existing, Year 2013 and Generated Traffic Volumes with ' Proposed Geometries and Proposed Traffic Control**. * Future plans include the construction of a 136u' Street extension from Towne Road ' to a location west of the study area. Scenario 2A included this extension and was conducted using one-lane approaches along each leg with the intersection controlled as a two-way stop with 136a' Street stopping. ** Future plans include the construction of a 136t° Street extension from Towne Road to a location west of the study area. Scenario 2B included this extension and was ' conducted as a four-way stop intersection analysis with alert-turn lane and a shared through/right-tum lane along all approaches. The proposed geometries and traffc control are illustrated on Figure S. 1 28 PrrrmnN PARTNERS TRAFFIC OPERATIONS ANALYSIS TABLE 10 -LEVEL OF SERVICE SUMMARY-141ST STREET AND TOWNE ROAD AM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Left-Turn A A Southbound Lefr-Turn A A Eastbound A roach B B Westbound A roach B C PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Left-Turn A A Southbound Lefr-Tum A A Eastbound A roach B B Westbound A roach B C SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing, Year 2013 and Generated Traffic Volumes with Proposed Geometrics* and Existing Traffic Control. * The proposed geometries include the addition of a left-turn lane along all approaches at this intersection. These improvements are illustrated on Figure 8. 29 0 LJ 1 LJ L PITTD'IAN PARTNERS TRAFFIC OPERATIONS ANALYSIS TABLE 11 - LEVEL OF SERVICE SUMMARY-146T" STREET AND TOWNE ROAD AM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound A roach A B Southbound A roach C B Eastbound A roach A B WestboundA roach B B Intersection B B PM PEAK HOiTR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound A roach B B Southbound A roach A B Eastbound A roach B B WestboundA roach B B Intersection B B SCENARIO 1: Existing Traffic Volumes with Existing Conditions ' SCENARI02: Sum of Existing, Year 2013 and Generated Traffic Volumes with Proposed Geometrics* and Existing Traffic Control. 1 * The proposed geometries include the addition of a left-turn lane along all approaches at this intersection. These improvements are illustrated on ' Figure 8. I1 t TABLE I2 -LEVEL OF SERVICE SUMMARY-136r" STREET EXTENSION cR. SHELBOURNE ROAD SCENARIO 2 MOVEMENT AM PEAK PM PEAK Northbound Left-Turn A A Southbound Left-Tum A A Eastbound A roach B C WestboundA roach C C SCENARIO 2: Sum of Existing, Year 2013 and Generated Traffic Volumes with the Proposed Intersection Conditions*. * The proposed conditions are illustrated on Figure 8. 30 n 1 1 1 PITTMAN PARTNERS .TRAFFIC OPERATIONS ANALYSIS CONCLUSIONS & RECOMMENDATIONS The conclusions and recommendations that follow are based on the following: • Existing Traffic Volume Data • Trip Generation and Assignment and Distribution of Generated Traffic • Capacity Analysis with the Resulting Levels of Service for Each of the Study Intersections • Field Review Conducted at the Site These conclusions apply only to the AM Peak Hour and PM Peak Hour that were addressed in this analysis. These peak hours are when the largest volumes of traffic will occur. Therefore, if the resulting level of service is adequate during these time periods, it can generally be assumed the remaining 22 hours will have levels of service that are better than the peak hour, since the existing street traffic volumes will be less during the other 22 hours. GENERAL In order to meet the minimum roadway standards set forth by the City of Carme-, these roadways should be reconstructed in the future as a 24 foot wide two-lane roadway with curb and gutter or a 2 foot minimum shoulder width. STUDY INTERSECTIONS 1 16~ STREET & SHELBOURNE ROAD With the improvements discussed in the West Clay Traffic Operations Analysis by A&F Engineering Co., LLC, this intersection will continue to operate at acceptable levels of service with the addition of the Pittman site. The improvements discussed in the previous report are as follows: • Shelbourne Road should be aligned at 116`s Street. • Left-tum lanes should be added along all approaches. • A traffic signal should be installed when warranted. 126m STREET & SHELBOURNE ROAD With the improvements discussed in the West Clay Traffic Operations Analysis by A&F Engineering Co, LLC, this intersection will continue to operate at acceptable levels of service with the addition of the Pittman site. The improvements discussed in the previous report are as follows: • Left-tum lanes should be added along the southbound and westbound approaches. • Aright-tum lane should be added along the northbound approach. 31 II u LJ L' 1 1 1 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS 131ST STREET & SHELBOURNE ROAD With the improvements discussed in the West Clay Traffic Operations Analysis by A&F Engineering Co., LLC, this intersection will continue to operate at acceptable levels of service with the addition of the Pittman site. The improvements discussed in the previous report aze as follows: • Left-tum lanes should be added along all approaches. 141ST STREET & SHELBOURNE ROAD With the improvements discussed in the West Clay Traffic Operations Analysis by A&F Engineering Co., LLC, this intersection will continue to operate at acceptable levels of service with the addition of the Pittman site. The improvements discussed in the previous report aze as follows: • Left-turn lanes should be added along all approaches. 146TH STREET &-SHELBOURNE ROAD With the improvements discussed in the West Clay Traffic Operations Analysis by A&F Engineering Co., LLC, this intersection will continue to operate at acceptable levels of service with the addition of the Pittman site. The improvements discussed in the previous report aze as follows: • Left-tum lanes should be added along all approaches. 131ST STREET & TOWNE ROAD With the improvements discussed in the West Clay Traffic Operations Analysis by A&F Engineering Co., LLC, this intersection will continue to operate at acceptable levels of service with the addition of the Pittman site. The improvements discussed in the previous report aze as follows: • Left-tum lanes should be added along all approaches. • A traffic signal should be installed when warranted. 32 n PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS ' 136T" STREET & TOWNS ROAD ' With the improvements discussed in the West Clay Traffic Operations Analysis by A&F Engineering Co., LLC, this intersection will operate below acceptable levels of service in the AM Peak Hour. The decrease in levels of service is due to the addition of the eastbound ' approach. The eastbound approach will be used by future subdivisions. The intersection will operate below acceptable levels in the AM Peak Hour only. During the remaining 23 hours of the day, this intersection will operate at acceptable levels with the improvements ' discussed in the West Clay Traffic Operations Analysis. The improvements discussed in the previous report are as follows: ' • A west leg should be added with the 136"' Street extension. • Left-tum lanes should be added along all approaches. ' • The intersection should be controlled as a four-way stop. ' 141ST STREET & TOWNS ROAD With the improvements discussed in the West Clay Traffic Operations Analysis by A&F Engineering Co, LLC, this intersection will continue to operate at acceptable levels of ' service with the addition of the Pittman site. The improvements discussed in the previous report aze as follows: ' • Left-tum lanes should be added along all approaches. ' 146"' STREET & TOWNS ROAD With the improvements discussed in the West Clay Traffic Operations Analysis by A&F Engineering Co., LLC, this intersection will continue to operate at acceptable levels of ' service with the addition of the Pittman site. The improvements discussed in the previous report are as follows: ' • Left-tum lanes should be added along all approaches. ' 136T" STREET EXTENSION & SHELBOURNE ROAD • The intersection should be controlled as atwo-way stop with 136"' Street stopping for Shelboume Road. • Right-tum lanes should be added along the northbound and southbound approaches. • The eastbound and westbound approaches should be constructed to include alert-turn ' lane and a shazed through/right-tum lane. An illustration showing the proposed configuration of all intersections in the study area is shown on ' Figure 8. 33 L 1 1 1 t ~~4~~1 H aawr~ • A~ A /AJ? T(AN LAAE ALCYK. ACWIF~'Mp APPI.I~ALY/ j t r' • ALCY~CL~SbUIF6Y}[a[,M1{J AAO i WESTbrJLI~O APP .roACfES ¢ 126TH STREET AND SHELBOURNE ROAD ~ 4 1 45 AH/ 1 PIK14'XEO (1 . ALb LEFT 1[AbJ LAAE$ ALpX' ALL AFPfKIACFES 141ST STREET AND SHELBOURNE ROAD 0 ~4t ~ ISM„ ° O [MST S])EF-T F ~ r 1 • ALb LEFT n.MJ LAAES ALGN( ACL ANigACYES 131ST STREET AND SHELBOURNE ROAD '~4 t~ ~~~ O ~ H6R/SniET ~ r j • ALTO LEFT JLIbJ LAAES ALLY~V A(I. AFPfk]A(}ES 146TH STREET AND SHELBOURNE ROAD 150' 75 --}- 75' 150' Y O SHELBOURNE PITTMAN PARTNERS CARMEL, IN 2d h A 136TH STREET AND SHELBOURNE ROAD ~4r u tFn O y ~° ~"~ l . AqD LEFT INNLAI~ES ALQ~CI ALL APPRJAGYES • NSTALL IRAR~ St]VAL WF6J WAIWAMED 131ST STREET AND TOWNS ROAD ~ 4 t 45 fill F s ~~ P L 1 1 ~ • AQD LEFT TLMCAAES ALCN(' ALL ARYUAp£$ 141ST STREET AND TOWNS ROAD ~ ~4t~ ~ o ~,~„ o XI6Th'STAEET s r ~- O 0 1~,~' •WEStLED APL~D W/!H JJ6R/ ST. EY)fNSI'W ~n • CLW)£pL ASA 1-WAYStCY y • A~ I EFT 1L(bV LA/~ES ALQ~G ALL APRKI4 LYE5 136TH STREET ANO TOWNS ROAD ~~-t~ e ~~~ O O H6TH*ST3EET ~s r -~ E~ 1 • A~ LEFT TLRN LA/~ES ALGNV ALL A!'PgJALSES 146TH STREET AND TOWNS ROAD ~ ~ 4 °O "f" ra'na srr~ET ~ ~ s r y s~~ >o~ I j • ALA^wKZ) N r~F_ARFVRA9E • AQD LEFT l1,RV LAh£S ALQMi ALL AHYgACFES • NSTALL TRAFFA" 54`VAL y~ MT£N WA/RAMED 2 116TH STREET AND SHELBOURNE ROAD FIGURE 8 PROPOSED INTERSECTION IMPROVEMENTS ©A & F Engineering Co., LLC 2003 "ALl Rights Reserved" 1 PITITIAN PARTNERS TRAFFIC OPERATIONS ANALYSIS APPENDIX A ' This document contains the traffic data that were used in the TRAFFIC OPERATIONS ANALVSis. ' Included aze additional figures, intersection fuming movement traffic volume counts and the intersection capacity analyses for each of the study intersections for the AM Peak Hour and PM ' Peak Hour. 1 1 GI 1 1 1 1 1 1 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS APPENDIX A TABLE OF CONTENTS ASSIGNMENT & DISTRIBUTION ................................... 116T" STREET& $HELBOURNE ROAD .......................... ' 126T" STREET & SHELBOURNE ROAD .......................... 131sT STREET & SHELBOURNE ROAD .......................... 141sT STREET & SHELBOURNE ROAD .......................... ' 146'" STREET & $HELBOURNE ROAD .......................... 131sT STREET & TOWNE ROAD .................................... 136T" STREET & TOWNE ROAD .................................... 141sT STREET & TOWNE ROAD .................................... ' 146T" STREET & TOWNE ROAD .................................... 136T" STREET EXTENSION & SHELBOURNE ROAD....... 1 1 1 1 1 1 ~~i 1 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS ' ASSIGNMENT $i DISTRIBUTION SITES A-H LJ 1 1 1 1~ 1 1 1 1 0 0 ' o ~, 3 0 x ' o 0 0 a PITTMAN PARTNERS CARMEL, IN QO 136TH STREET EX72=NS/ON I ,~r~ I --~~ i SCE ~ i i SIPE j 81N E L ------- --- 121ST STREET ~~ r Q i; ~i ~~/! Q i 116TH STREET f28% W j M m~ LAND USE LEGEND SITE A • SINGLE FAMILY RESIDENTIAL (105 DU) SITE B • sINGLENFAMILY RESIDENTIAL (192 DU) SITE C • SHOGMESOAMILY RESIDENTIAL (288 DU) SITED • sINSC EEF AMILY RESIDENTIAL (53 DU) SITE E ^ TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) SITE F ^ S`NGLEAFAMILY RESIDENTIAL (50 DU) `SITE d • SINGLE FAMILY RESIDENTIAL (68 DU) SITE H • ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUDENTS) SITE P PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) 2 i ~~° 0~ I a ~%-i• 1%->• i _..~ I t. Nx ~~4 26Y. 1 I '~ n 4 ~ SX t1X y t` ,X-.~ ~ ©~ 12%--- > 7 3 Q I ~ ~~ .s h 33Y. y x 20Y.~ I `- 3%-r b ~ LEGEND t~ ' =NEGLIGIBLE I FIGURE A ASSIGNMENT & DISTRIBUTION FOR SITE A ©A & F Engineering Co., LLC 2003 "ALL Rights Reserved" 2 '~ t. y4 i III N 5 \ t' ~Ih ~ r- x x_ + \ 4X', ~ 8 3 t. ~~4 t X J ~' \ x N 6 ~ N t 12X ~ j ^4 .s ~ x m \ T' ,~ j7X h ? r- "ate ~Z 33X m E-1Y. t~BX? h 1x? - 1 1 1 1 ~ 1 1 1 1 1 1 ~ o 3 0 PITTMAN PARTNERS ' o CARMEL, IN 7 SITE A • SINGLE FAMILY RESIDENTIAL (105 DU) SITE B • NC IN sI LE FAMILY RESIDENTIAL (192 DU) SITE C • SINCLES~AMtLY RESIDENTIAL (288 DU) SITE D ^ s NC EE F I L AMILY RESIDENTIAL (53 DU) SITE E ^ TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) SITE F • I L A S NG E FAMILY RESIDENTIAL (50 DU) SITE ~ • SINGLE FAMILY RESIDENTIAL (68 DU) SITE H ^ ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUD ENTS) SITE P PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) 3 m 2 3 t. 'i. i. x x N M ~ m x x 26% 1 ~' ~' 1Y. 1 '~' ~ M I N N 4 5 6 ~ ~12X x x xN N p7 ~ r` ~ r' ~y4 h ? r- h ? r~ ` 1 1' ~~ °"~ 'Xz ax 7, 7 8- 9 \ 'Clzr. ~ j 4 ~ y ,~ ,r 7X 's hT sx~' h~ hT~ 21%-- xx IX--- x - xx \ 12Y.~ NM ~3 M •~ _~ LEGEND ' =NEGLIGIBLE FIGURE B ASSIGNMENT & DISTRIBUTION FOR SITE B I i ©A & F Engineering Co., LLC 2003 "ALL Rights Reserved" 1 1 1 1 ~ 1 1 1 1 0 1 ~ °o 1 x ' o 0 PITTMAN PARTNERS ' N CARMEL, IN SITE A • sINGLEX FAMILY RESIDENTIAL (105 DU) SITE B SINGLENFAMILY RESIDENTIAL (192 DU) SITE C • SHNGLES~AMILY RESIDENTIAL (288 DU) SITE D • SINGLE FAMILY RESIDENTIAL (53 DU) SITE E ^ TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) SITE SITE F O ^ • KLINEMAN SINGLE FAMILY RESIDENTIAL SINGT EX FAMILY RESIDENTIAL (50 DU) (68 DU) SITE H • ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUDENTS) SITE P • PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) 4 x ~ '~ zx «~+4 26X 1 r 5 'r l r' ~ ',r,X hTr~ hTr+ - N - - • ~ Q t 7 8 r .-zar. - ~- ~-_ ~ t~y4' 2X 1' h •'? h ? r- zax-~ - _--> - ~- '~. 'z ~- 33X r~ ..1' 33X -> h \ 31 X~, '^ t- 26X \ 26X? ~,x 7X 9 FIX ,~ r 1 X ' s h ? r- I 1X -. x \ •z LEGEND I =NEGLIGIBLE 1 FIGURE C ASSIGNMENT & DISTRIBUTION FOR SITE C ©A & F Engineering Co., LLC 2003 "ALL Rigbfs Reserved" 1 1 1 1 1 1 1 1 ° ' o 0 PITTMAN PARTNERS ' ~ CARMEL, IN SITE A • N A TL SI G E F MILY RESIDENTIAL (105 DU) SITE B • G EN SN L FAMILY RESIDENTIAL (192 DU) SITE C • GM S~ SIN E AMILY RESIDENTIAL (288 DU) SITE D • S N LE F I G AMILY RESIDENTIAL (53 DU) SITE E • J R t S GLE FAMILY RESIDENTIAL (111 DU) SITE F • N A SI GLE FAMILY RESIDENTIAL (50 DU) SITE O • SINGLE FAMILY RESIDENTIAL (68 DU) SITE H • ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUD ENTS) SITE P ^ PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) 5 i t= ~x N M ~y4 zax 1' M 4 y '~' N ~ r' h ? r- A-N f IxZ 2 ;~ ~'!.. r- ~4 t \ M 5 h T r- X A - 1x~, fp V <~ GVx \ ~ M I {~ y ,r 1x <x ~' h h ? f~ \zax -~ - - X ' ~ I M 3 i= - .- zx y r3,x ~ zx -. ~ _ .- 22x .s zzx -> h sx ~, e\° \ ,~ ~ 2% h~r- -fix \ ' ~ N LEGEND ' =NEGLIGIBLE FIGURE D RENT & DISTRIBUTION FOR SITE D ©A & F Engineering Co., LLC 2003 "ALL Rights Reserved" 1 1 1 1 1 t PITTMAN PARTNERS CARMEL, IN SITE A ^ CENTEX II SINGLE FAMILY RESIDENTIAL (105 DU) SITE B ^ ROEHLING SINGLE FAMILY RESIDENTIAL (192 DU) SITE C ^ THOMPSON SINGLE FAMILY RESIDENTIAL (288 DU) SITE D ^ KESSLER SINGLE FAMILY RESIDENTIAL (53 DU) SITE E ^ TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) SITE F ^ KLINEMAN SINGLE FAMILY RESIDENTIAL (SO DU) SITE O ^ SI LE F NG AMILY RESIDENTIAL (68 DU) SITE H • ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUDENTS) SITE P ^ PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) t. m~ ~y4 zax ~' I f X M z X Z. n . 4 ;~' '?~ 4 \ r N ~ .~' h ? r- x N Y 1 x ~, 7 a ax ~' h zar. -> - .Z 5 ~ \ it ` h?~ x_x- 1 x ~, 8 \ tax .., ~r 1x h ? r- - .~ x ~_ Z r 3 L. f- zx y ~3,x zx --> r7 .- z2x 22X ylh ax Z \ y ,r zx h~r~ - :~ x Z _N i ~ LEGEND =NEGLIGIBLE j FIGURE E ASSIGNMENT & DISTRIBUTION I FOR SITE E ©A & F Engineering Co., LLC 2003 I "ALL Rights Reserved" 6 1~ 1 ~ 1 1 0 0 i ~, 3 0 w ' o PITTMAN PARTNERS ' a CARMEL, IN SITE A • SINGLE FAMILY RESIDENTIAL (105 DU) SITE B • N ENF sI AMILY RESIDENTIAL GL (192 DU) SITE C • S~ S NGLE AMILY RESIDENTIAL (288 DU) SITE D • SINGLE FAMILY RESIDENTIAL (53 DU) SITE E TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) SITE F • AF I L NG E AMILY RESIDENTIAL S (50 DU) SITE d • F S N I GLE AMILY RESIDENTIAL (68 DU) SITE H • ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUDENTS) SITE P ^ PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) 7 1 2 ~ 3 L. .~ 'C. t sx ,~ N M f M fr ~ ~ t~ 2x ~y4 yy ' 4 r3,x zex ~' ? ~ r- .~ M x ~ M 2x -. :~ M I 1 4 S ~ 6 N '-` ~ `-" ~-- azx h?A h?~ 12X? h x.- N xX- a2z-. x 1X ', ^ IX ', _ SX ', m ~ a s =~ M i r Bx I 'I r l x ~ ,t- 2% hTr- h?r- h?r- -xx Rl -:~~ ~ M .x.~ ` ~ , ~ N i ~ LEGEND (' = NEGLIGIBLE i FIGURE F ASSIGNMENT & DISTRIBUTION FOR SITE F ©A & F Engineering Co., LLC 2003 "ALL Rights Reserved" t 1 ~ 1 o 3 0 i PITTMAN PARTNERS t o CARMEL, IN SITE A • SINGLEX FAMILY RESIDENTIAL (105 DU) SITE B ^ ROEHLING SINGLE FAMILY RESIDENTIAL (192 DU) SITE C s THOMPSON SINGLE FAMILY RESIDENTIAL (288 DU) SITE D ^ KESSLER SINGLE FAMILY RESIDENTIAL (53 DU) SITE E ^ TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) SITE F ^ KLINEMAN SINGLE FAMILY RESIDENTIAL (50 DU) SITE (; ^ CENTEX I SINGLE FAMILY RESIDENTIAL (68 DU) SITE H • ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUDENTS) SITE P PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) 8 m ~ '~ . Nom. - ~y4 4 28% S M 1+N • ~t h?r- X N 1r.~ ,~ (.~ ax Ih ? r- a: ~ O of Z h ? r- A° a\° 1x~ 8 ~ it 1x \ h_ ? r- \3 I / 3 X Z sx f-zx 4 t` 2X ->• =' t"" azx 12x -~' azx -- ~ '~ 9 \ y r 2x h ? r- \ _~ ~N LEGEND ', =NEGLIGIBLE I FIGURE G ASSIGNMENT & DISTRIBUTION l FOR SITE G ©A & F Engineering Co., LLC 2003 "ALL Rights Reserved" iii. 1 1 1 1 1 t ~ 0 ' o 0 K 1 0 0 PITTMAN PARTNERS CARMEL, IN SITE A ^ CENTEx II SINGLE FAMILY RESIDENTIAL (105 DU) SITE B • NC NF sI LE AMILY RESIDENTIAL (192 DU) SITE C • G S~A IN LE MILY RESIDENTIAL (288 DU) SITE D • NSGLE F SI AMILY RESIDENTIAL (53 DU) SITE E ^ TRINITY SINGLE FAMILY RESIDENTIAL (111 DU) SITE F ^ KLINEMAN SINGLE FAMILY RESIDENTIAL (50 DU) SITE p ^ CENTEX I SINGLE FAMILY RESIDENTIAL (68 DU) SITE H • ELEMENTARY SCHOOL (650 STUDENTS) MIDDLE SCHOOL (1250 STUD ENTS) SITE P PITTMAN SINGLE FAMILY RESIDENTIAL (307 DU) 9 t ,l xx°,~, t12X ~y4 7x 1 2 x x ~ 15X o~ n ~ 4.r' ? r- .~, 3 / N 6X h ? r- x x e 19X~ ~'~ 6 x a ,~ r sx x x m ,n 9 x N ~ r 3X ? r+ x x ~ N ,7 LEGEND ' = NEGLIGIBLE FIGURE H ASSIGNMENT & DISTRIBUTION FOR SITE H 1 ©A & F Engineering Co., lLC 2003 "ALL Rights Reserved" PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS 1 ' 116TH STREET & SHELBOURNE ROAD INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES ~o t 1 1 t A & F ENGINEERING CO., INC TRAFFIC VOLUME SUMMARY CLIENT WEST CLAY LOCATION : 116TH STREET & SHELBOURNE ROAD (00) DATE JANUARY 17, 2002 PEAK HOUR DATA AM PEAK ~ OFF PEAK ~ PM PEAK HR BEGIN 7: 15 AM ( ~ HR BEGIN 5: 00 PM i L T R TOT i I L T R TOT I L i T R TOT NORTHBOUND ~ 2 29 36 69 ~ ~ 10 194 106 310 EASTBOUND I 21 208 13 242 ~ 1101 263 9 393 SOUTHBOUND I 30 161 69 260 ~ ~ 17 29 20 66 WESTBOUND ~ 113 195 2 310 ~ ~ 48 282 -14 344 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL _ AM _ 6- 7 34 109 143 88 126 214 357 7- 8 61 272 333 238 296 534 867 8- 9 56 152 208 235 241 476 689 - PM - 3- 4 135 71 206 209 263 472 678 4- 5 226 64 290 251 314 565 855 5- 6 310 66 376 393 344 737 1113 TOTAL 822 734 1556 1414 1584 2998 4554 18.10 16.10 34.20 31.Oo 34.So 65.So 100.00. - AM PEAK VOLUMES - 15-MIN 28 73 67 82 HOUR 74 272 248 310 PHF 0.66 0.93 0.93 0.95 - PM PEAK VOLUMES - 15-MIN 101 21 121 100 HOUR 317 75 393 371 PHF 0.78 0.89 0.81 0.93 11 i t A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT WEST CLAY LOCATION 116TH STREET & SHELBOURNE ROAD (00) DATE JANUARY 17, 2002 DIRECTION OF TRAVEL NORTHBOUND HOUR PASS LEFT TRUCK BOTH THRU PASS TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 0 0 0 6 1 7 23 4 27 29 5 34 7- 8 2 0 2 28 0 28 29 2 31 59 2 61 8- 9 5 0 5 20 0 20 31 0 31 56 0 56 PM 3- 4 8 1 9 69 1 70 51 5 56 128 7 135 4- 5 10 0 10 139 2 141 73 2 75 222 4 226 5- 6 10 0 10 193 1 194 104 2 106 307 3 310 PASSENGER 35 455 311 801 97.20 98.9e 95.40 97.40 TRUCK 1 5 15 21 2.8% 1.1°s 4.60 2.6% BOTH 36 460 326 822 4.40 56.Oo 39.70 100.Oo DIRECTION OF TRAVEL EASTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 5 0 5 78 1 79 4 0 4 87 1 88 7- 8 23 0 23 201 3 204 11 0 11 235 3 238 8- 9 21 0 21 ,204 4 208 5 1 6 230 5 235 PM 3- 4 21 1 22 174 6 180 7 0 7 202 7 209 4- 5 25 2 27 214 2 216 8 0 8 247 4 251 5- 6 100 1 101 279 4 283 9 0 9 388 5 393 PASSENGER 195 1150 44 1389 98.0% 98.30 97.80 98.20 TRUCK 4 20 1 25 2.Oo 1.7°s 2.20 1.80 BOTH 199 1170 45 1414 14.10 82.7°s 3.20 100.00 12 t CLIENT LOCATION DATE DIRECTION OF TRAVEL A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY WEST CLAY : 116TH STREET & SHELBOURNE ROAD (00) : JANUARY 17, 2002 SOUTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 9 0 ' 9 72 0 72 28 0 28 109 0 109 7- 8 31 1 32 160 0 160 79 1 80 270 2 272 8- 9 21 0 21 90 0 90 40 1 41 151 1 152 PM 3- 4 14 0 14 31 2 33 21 3 24 66 5 7I 4- 5 11 1 12 35 0 35 17 0 17 63 1 64 5- 6 17 0 17 29 0 29 20 0 20 66 0 66 PASSENGER 103 417 205 725 98.10 99.So 97.6% 98.8% TRUCK 2 2 5 9 1.9o OSo 2.40 1.20 BOTH 105 419 210 734 14.30 57.10 28.60 100.00 DIRECTION OF TRAVEL WESTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 51 3 54 66 3 69 2 1 3 119 7 126 7- 8 103 3 106 183 5 188 2 0 2 288 8 296 8- 9 70 3 73 159 2 161 7 0 7 236 5 241 PM 3- 4 47 3 50 181 13 194 18 1 19 246 17 263 4- 5 43 1 44 247 3 250 20 0 20 310 4 314 5- 6 47 1 48 280 2 282 14 0 14 341 3 344 PASSENGER 361 1116 63 1540 96.30 97.60 96.90 97.20 TRUCK 14 28 2 44 3.70 2.40 3.1a 2.80 BOTH 375 1144 65 1584 23.70 72.20 4.10 100.0°s 13 Two-Way Stop Control 1 1 Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information 116th St & East Intersection Shelbourne urisdiction Carmel nal sis Year xistin Pro ect Descri lion Pittman Partners East/West Street: 116th Street North/South Street: East Shelbourne Intersection Orientation: East-West Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume 51 249 0 0 314 2 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 56 276 0 0 348 2 Percent Heavy Vehicles 5 - - 0 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 0 0 0 31 0 235 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 34 0 261 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 onfiguration LR Dela Queue Len th, and Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 56 295 C (m) (vph) 1192 624 /c 0.05 0.47 95% queue length 0.15 2.53 ontrol Delay 8.2 15.8 LOS A C pproach Delay - - 15.8 pproach LOS -- - C nal st TR enc /Co. &F En ineerin Date Pertormed 9/4/03 nal sis Time Period M Peak ' HCSl000T '~ Copyright ®2000 University oC Florida All Rights Reserved 14 rr_.nn.\Tl,,,,..~,._.~n/.1M«.lo/1n O,.~~:«,_..\:..,.«,.,,I\T ,,,...10%7nQ.,w:...,.,.\To.....\,.'7L747] f..... Version 4.Ic oin i~nnz Two-Way Stop Control 1 Page I of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st TR enc /Co. &F En ineerin Date Performed 9/4/03 nal sis Time Period PM Peak Pittman St Movement 1 2 3 4 5 ti L T R L T R olume 301 397 0 0 337 14 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 334 441 0 0 374 15 Percent Heavy Vehicles 5 - -- 0 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 0 0 0 17 0 50 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourl Flow Rate, HFR 0 0 0 18 0 55 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela Queue Len th and Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 334 73 C (m) (vph) 1153 267 lc 0.29 0.27 5% queue length 1.21 1.08 ontrol Delay 9.4 23.5 LOS A C pproach Delay - - 23.5 pproach LOS -- - C HCS2000TM CoOYrigM ®2000 University of Florida, NI Righls Reserved ' 15 F le ~ //r •\llne„ment.e%7Oa nd%20Setti n es\iren eel\T..ocal %20Setti n e s\Temn\u2k3 S O.tmn Vernon 4.Ic 9/4/2003 Two-Way Stop Control 1 1 1 t t 1 Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information 116th Street & West Intersection Shelbourne urisdiction Carmel nal sis Year Existin Pro ect Descri lion Pittman Partners East/West Street: 116th Street North/South Street: West Shelbourne Intersection Orientation: East-West Stud Period hrs : 0.25 ehicle Volumes and Ad"ustments Ma'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume 0 234 13 280 269 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 260 14 311 298 0 Percent Heavy Vehicles 0 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 2 0 66 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 2 0 73. 0 0 0 Percent Heavy Vehicles 5 0 5 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 onfiguration LR Dela Queue Len th and Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 311 75 C (m) (vph) 1272 692 /c 0.24 0.11 95% queue length 0.96 0.36 Control Delay 8.7 10.8 LOS A 8 pproach Delay - - 10.8 pproach LOS -- -- 8 nal st TR enc /Co. &F En ineerin Date Performed 9/4/03 nal sis Time Period M Peak HCS2000T~~ Copyright ®2000 University of Florida, All Rights Reserved 16 film//(`~\TlnrnmPnic°/ ~(lanr9°/ ~(1Settinoc\irenoPl\T oral%7/lCettinog\Temn\uzk~~9.tmn version a. i c e/a/znn~ Two-Way Stop Control Page 1 of 1 1 1 1 a u TWO-WAY STOP CONTROL SUMMARY General Information Site Information 116th Street & West Intersection Shelbourne urisdiction Carmel nal sis Year Existin Pro ect Descri lion Pittman Partners East/West Street: 116th Street North/South Street: West Shelbourne Intersection Orientation: East-West Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume 0 392 9 78 308 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 435 10 86 342 0 Percent Heavy Vehicles 0 - - 5 -- - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 10 0 306 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 11 0 340 0 0 0 Percent Heavy Vehicles 5 0 5 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela Queue Len th and Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 86 351 C (m) (vph) 1099 586 /c 0.08 0.60 95% queue length 0.25 3.95 Control Delay 8.6 19.9 LOS A C pproach Delay - - 19.9 pproach LOS - - C nal st TR enc /Co. &F En ineerin Date Performed 9/4/03 nal sis Time Period PM Peak nCS2000rM Copyright ®2000 University o(Florida, All Rights Reserved ' 17 f,IP~//!'~\Tlrrrvrrm~ntc0/7rlan~°/7r1CPitinnc\irPnael\T nral%7tlCaitinoc\T0Oli1\n7lc~4n.lI71Tt verson a. t c 9/a/2on~ 1 1 1 1 Two-Way Stop Control Page 1 of 1 I TWO-WAY STOP CONTROL SUMMARY General Information Site Information 116th Street and nal st TR Intersection Shelbourne R enc /Co. &F En ineerin urisdiction Carmel Date Pertormed 9/4/03 nal sis Year Existin Reali ned nal sis Time Period M Peak 18 flP~//r`•\Tlnrnmontca/~rlanr3~/~flCettinoc\irenoel\T nral%7(1Rettinas\Temn\n7k"~~F.imn 9/4/2(1(1"i NCS200Q~M Copyright ©2000 University of Florida, All Rights Reserved Version 4.Ic Two-Way Stop Control 1 1 1 1 Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st TR enc /Co. &F En ineerin Date Performed 9/4/03 nal sis Time Period PM Peak Year ehicle Volumes and Ad'ustments Ma'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume 103 289 9 49 288 14 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 114 321 10 54 320 15 Percent Heavy Vehicles 5 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Movement 7 8 9 10 11 11 L T R L T R Volume 10 198 108 17 30 21 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 11 220 120 18 33 23 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 114 54 351 74 C (m) (vph) 1208 1212 263 0 v/c 0.09 0.04 1.33 95% queue length 0.31 0.14 18.22 Control Delay 8.3 8.1 211.8 LOS A A F F Approach Delay - -- 211.8 Approach LOS - -- F HC52000TM Copyright ®2040 University of Florida, All Rights Reserved ' 19 F.lo.//!`•\71..,......o..1c0/7r\anA°/7flCatfinne\irannal\7 n~al°/7(1Sattinoc\Tr mn\n742dA tmn Version 4.1 c 9/4/~(1(1't 1 1 t 1 1 Short Report Page ] of 1 SHORT REPORT General Information ite Information nalyst JTR gency or Co. A&F Engineering Date Performed 4/9/03 ime Period AM Peak Intersection 116th Street & Shelbourne Road rea Type All other areas urisdiction Carmel nalysis Year Existing Volume and Timin in ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR olume v h 22 213 13 116 199 2 2 30 37 31 164 71 Heav veh 5 5 5 5 5 5 5 5 5 5 5 5 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ctuated P/A A A A A A A A A A A A A Startu lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. reen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 rrival e 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 4 0 0 0 9 0 18 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasin EW Perm 02 03 04 NS Perm 06 07 08 G= 37.0 G= G= G= G= 23.0 G = G= G= iming Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 70.0 Lane Grou Ca aci ,Control Dela ,and LOS Determination EB WB NB SB dj. flow rate 24 247 129 223 2 64 34 241 Lane group cap. 592 951 576 955 326 551 425 573 /c ratio 0.04 0.26 0.22 0.23 0.01 0.12 0.08 0.42 Green ratio 0.53 0.53 0.53 0.53 0.33 0.33 0.33 0.33 Unif. delay d1 7.9 9.0 8.8 8.9 15.8 16.4 16.2 18.3 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.0 0.1 0.2 0.1 0.0 0.1 0.1 0.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 ontrol delay 8.0 9.2 9.0 9.0 15.8 16.5 16.3 18.8 Lane group LOS A A A A 8 8 B B perch. delay 9.1 9.0 16.5 18.5 pproach LOS A A 8 8 Intersec. delay 12.2 Intersection LOS 8 HCS2000iM Copyright ®2000 University of Florida, All Rights Reserved Version 4.Ic 20 r. u(,.~r. ____._. _~inn__~ni nnn _..:.__ ~:._ .. __nr ___+ni~.nn _..:__ ~m_____ r_nr_nnn .___._ ntn innm 1 1 Short Report Page 1 of 1 SHORT REPORT General Information Site Information nalyst JTR gency or Co. A&F Engineering Date Performed 9/4/03 ime Period PM Peak Intersection 116th StreeRt ad helbourne rea Type All other areas urisdiction Carmel nalysis Year Existing Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR olume v h 103 289 9 49 288 14 10 198 108 17 30 21 Heav veh 5 5 5 5 5 5 5 5 5 5 5 5 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ctuated P/A A A A A A A A A A A A A Startu lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. reen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 rrival e 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 2 0 3 0 27 0 5 Lane Wdth 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasin EW Perm 02 03 04 NS Perm 06 07 08 G= 36.0 G= G= G= G= 24.0 G= G= G= iming Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 70.0 Lane Grou Ca aci ,Control Dela ,and LOS Determination EB WB NB SB dj. flow rate 114 329 54 332 11 310 19 51 Lane group cap. 482 927 485 926 449 593 287 588 /c ratio 0.24 0.35 0.11 0.36 0.02 0.52 0.07 0.09 reen ratio 0.51 0.51 0.51 0.51 0.34 0.34 0.34 0.34 Unif. delay d1 9.4 10.1 8.8 10.1 15.2 18.4 15.5 15.6 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.13 0.11 0.11 Increm. delay d2 0.3 0.2 0.1 0.2 0.0 0.8 0.1 0. i PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 ontrol delay 9.7 10.3 8.9 10.4 15.3 19.3 15.6 15.6 Lane group LOS A 8 A 8 8 B 8 8 perch. delay 10.2 10.2 19.1 15.6 pproach LOS 8 B B 8 Intersec. delay 12.8 Intersection LOS 8 HCS2000TM Copyright ®2000 University or Florida, All Rights Reserved v ernon v. w oinnnm t 1 1 1 1 Short Report Page 1 of I SHORT REPORT General Information ire Information nalyst JTR gency or Co. A&F Engineering Date Performed 4/9/03 ime Period AM Peak 116th Street & Shelbourne Intersection Road rea Type All other areas urisdiction Carmel nalysis Year Existing+2013+Proposed Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 A 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR olume v h 117 255 16 139 239 61 2 60 44 92 230 286 Heav veh 5 5 5 5 5 5 5 5 5 5 5 5 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ctuated P/A A A A A A A A A A A A A Startu lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. reen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 rrival e 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 4 0 15 0 11 0 71 Lane Wdth 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasin EB Onl EW Perm 03 04 NS Perm 06 07 OS G= 7.0 G= 24.0 G= G= G= 33.0 G= G= G= iming Y= 3 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 77.0 Lane Grou Ca aci ,Control Dela ,and LOS Determination EB WB NB SB dj. flow rate 130 296 154 317 2 104 102 495 Lane group cap. 365 794 327 550 242 734 535 719 /c ratio 0.36 0.37 0.47 0.58 0.01 0.14 0.19 0.69 reen ratio 0.44 0.44 0.31 0.31 0.43 0.43 0.43 0.43 Unif. delay d1 13.9- 14.4 21.4 22.2 12.6 13.4 13.7 17.8 Delay factor k 0.11 0.11 0.11 0.17 0.11 0.11 0.11 0.26 Increm. delay d2 0.6 0.3 1.1 1.5 0.0 0.1 0.2 2.8 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.5 14.7 22.5 23.7 12.6 13.5 13.9 20.6 Lane group LOS 8 8 C C 8 8 B C perch. delay 14.6 23.3 13.5 19.5 pproach LOS B C B B Intersec. delay 18.9 Intersection LOS B HCS1000TM Copyright ®2000 University or }lonaa, nu xtgrns xeserve° 22 -r_.~i.~.~n_........~_.,.oi~n.,..,~oi~nca..:.,,.~\;.-P„r,Pl\i ~~al°/7f1RPttinu.c\Temn\s2k4O7_.tmn 9/4/2003 1 1 Short Report Page 1 of 1 SHORT REPORT General Information Site Information nalyst JTR gency or Co. A8F Engineering Date Performed 4/9/03 ime Period PM Peak Intersection 116th Street & Shelbourne Road rea Type All other areas urisdiction Carmel nalysis Year Existing+yr 2013+Proposed Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR olume v h 332 347 11 59 345 47 12 315 130 44 53 146 Heav veh 5 5 5 5 5 5 5 5 5 5 5 5 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ctuated P/A A A A A A A A A A A A A Startu lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. reen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 rrival e 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 3 0 12 0 32 0 36 Lane Width 12.0 12.0 12,0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasin EB Onl EW Perm 03 04 NS Perm 06 07 08 G= 9.0 G= 34.0 G= G= G= 27.0 G= G= G= iming Y= 3 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 83.0 Lane Grou Ca aci ,Control Dela and LOS Determination EB WB NB SB dj. flow rate 369 395 66 422 13 459 49 181 Lane group cap. 433 999 392 731 361 568 140 529 !c ratio 0.85 0.40 0.17 0.58 0.04 0.81 0.35 0.34 reen ratio 0.55 0.55 0.41 0.41 0.33 0.33 0.33 0.33 Unif. delay d1 20.1 10.6 15.5 18.9 19.1 25.6 21.3 21.3 Delay factor k 0.38 0.11 0.11 0.17 0.11 0.35 0.11 0.11 Increm. delay d2 15.0 0.3 0.2 1.1 0.0 8.5 1.5 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 35.1 10.8 15.7 20.1 19.2 34.1 22.8 21.6 Lane group LOS D 8 8 C 8 C C C perch. delay 22.5 19.5 33.7 21.9 pproach LOS C B C C Intersec. delay 24.4 Intersection LOS C liCS1000TM Copyright ®2000 University of Florida, All Rights Reserved Vernon a. ~c 23 r~,,.iin.rr~~,........~_,,.oi~n,,..aoi~nco++:.,.,~\:.o....Pl\T i.~oro/7OSPttinr+c\Tamn\e71r2F(~ tmn 9/4/7O(l~ PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS 126TH STREET & SHELBOURNE ROAD INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES za 1 1 CLIENT LOCATION DATE NORTHBOUND SOUTHBOUND WESTBOUND A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY : WEST CLAY 126TH & SHELBOURNE ROAD (O1) JANUARY 11, 2002 PEAK HOUR DATA AM PEAK I OFF PEAK I PM PEAK HR BEGIN 7: 00 AM I ~ HR BEGIN 5: 00 PM L T R I TOT f L 1 T R TOT ~ I L T R TOT I 52 0 52 ~ I 339 9 343 0 266 266 I I 0 72 72 3 2 5 ~ ~ 2 3 5 HOUR SUMMARY HOUR NB SB NB+SB WB TOTAL - AM - 6- 7 20 118 - 138 2 140 7- 8 52 268 320 5 325 8- 9 46 144 190 5 195 - PM - 3- 4 87 46 133 3 136 4- 5 176 56 232 9 241 5- 6 343 72 415 5 420 TOTAL 724 704 1428 49.70 48.30 98.0% - AM PEAK VOLUMES - 15-MIN 17 70 HOUR 52 268 PHF 0.76 0.96 - PM PEAK VOLUMES - 15-MIN 98 20 HOUR 343 72 PHF 0.88 0.90 25 29 1457 2.0°s 100.0% 3 6 0.50 4 9 0.56 t 1 1 1 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT WEST CLAY LOCATION : 126TH & SHELBOURNE ROAD (01) DATE JANUARY 11, 2002 DIRECTION OF TRAVEL NORTHBOUND HOUR LEFT PASS TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 18 0 18 2 0 2 20 0 20 7- 8 52 0 52 0 0 0 52 0 52 8- 9 41 0 41 5 0 5 46 0 46 PM 3- 4 85 0 85 2 0 2 87 0 87 4- 5 169 0 169 7 0 7 176 0 176 5- 6 339 0 339 4 0 4 343 0 343 PASSENGER 704 20 724 100.0% 100.00 100.00 TRUCK 0 0 0 0.0% O.Oo 0.0°s BOTH 704 20 724 97.20 2.80 100.00 DIRECTION OF TRAVEL : SOUTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH RIGHT PASS TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 2 0 2 116 0 116 118 0 118 7- 8 0 0 0 268 0 268 268 0 268 8- 9 1 0 1 143 0 143 144 0 144 PM 3- 4 2 0 2 44 0 44 46 0 46 4- 5 0 0 0 56 0 56 56 0 56 5- 6 0 0 0 72 0 72 72 0 72 PASSENGER 5 699 704 100.00 100.0% 100.00 TRUCK 0 0 0 O.Oe 0.0% 0.0% BOTH 5 699 704 0.7e 99.30 100.00 26 1 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT WEST CLAY LOCATION 126TH & SHELBOURNE ROAD (O1) DATE JANUARY 11, 2002 DIRECTION OF TRAVEL WESTBOUND HOUR PASS LEFT TRUCK BOTH THRU PASS TRUCK BOTH RIGHT PASS TRUCK BOTH TOTAL PASS TRUCK BOTH AM 6- 7 2 0 2 0 0 0 2 0 2 7- 8 3 0 3 2 0 2 5 0 5 8- 9 4 0 4 1 0 1 5 0 5 PM 3- 4 1 0 1 2 0 2 3 0 3 4- 5 4 0 4 5 0 5 9 0 9 5- 6 2 0 2 3 0 3 5 0 5 PASSENGER 16 13 29 100.0% 100.00 100.00 TRUCK 0 0 0 O.Oo O.Oo O.Oo BOTH 16 13 29 55.20 44.80 100.Oo 27 1 1 1 t 1 t t Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 AM Peak Intersection urisdiction nalysis Year 126th Street & Shelbourne Road Carmel Existing Pro'ect Descri lion Pittman Partners EastiWest Street: 126th Street North/South Street: Shelboume Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma"or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 53 1 1 273 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 53 1 1 273 0 Percent Heavy Vehicles 0 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 3 0 2 0 0 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 3 0 2 0 0 0 Percent Heavy Vehicles 5 0 5 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela Queue Len th and Level of Service pprcach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 1 5 (m)(vph) 1532 764 lc 0.00 0.01 5% queue length 0.00 0.02 ontrol Delay 7.4 9.7 LOS A A pproach Delay - - 9.7 pproach LOS - - A nCS200°TM Copyright ®2W0 University or Florida, All Rights Reserved Version 4.1 c 28 file://C:\Documents%20and%20Setti rigs\j rengel\Local%20Settings\Temp\u2k359.tmp 9/4/2003 1 1 Two-Way Stop Control Page I of ] TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 PM Peak Intersection urisdiction nalysis Year 126th Street & Shelbourne Road Carmel Existing Pro ect Descri lion Pittman Partners East/West Street: 126th Street North/South Street: Shetbourne Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma"or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 346 4 1 73 0 Peak-Hour Factor, PHF 1.00 1:00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 346 4 1 73 0 Percent Heavy Vehicles 0 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration TR LT U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 2 0 3 0 0 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 2. 0 3 0 0 0 Percent Heavy Vehicles 5 0 5 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 onfiguration LR Dela Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 1 5 (m)(vph) 1192 641 /c 0.00 0.01 5% queue length 0.00 0.02 Control Delay 8.0 10.7 LOS A 8 pproach Delay - - 10.7 pproach LOS - - 6 HCS1000TM Copyright ®2000 Universiry of Florida, All RigMS Reserved version 4Jc 29 C.Ie JI!'•~T1„n.,mo..}c0/~J t~ppA°I ~l1CP}}IYIOC~IYPnQPIU nPal%7t1RPttinoc\TPmn\n7_k~SF.tmn 9/4/2003 1 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 AM Peak Intersection urisdiction nalysis Year 126th Street &Shelbourne Road Carmel Existing+2013+Generated Pro'ect Descri lion Pittman Partners East/West Street: 126th Street NorthlSouth Street: Shelbourne Road Intersection Orientation: North-South tud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 225 8 66 651 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 225 8 66 651 0 Percent Heavy Vehicles 0 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 26 0 51 0 0 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 26 0 51 0 0 0 Percent Heavy Vehicles 5 0 5 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 1 0 0 0 Configuration L R Dela Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R (vph) 66 26 51 C (m)(vph) 1317 250 807 lc 0.05 0.10 0.06 95% queue length 0.16 0.34 0.20 Control Delay 7.9 21.1 9.8 LOS A C A pproach Delay - - 13.6 pproach LOS - - B rICSI000TM Copyright ®2000 University or Florida, All Rights Reserved Version 4.1c 30 al,..nr`.\r,,.......,o.,...oc~n,,,,,toi~nco,,:.,,...a_o..,.onT ,.,..,toi~nco,,;,.,.~\To...n\n7L2Gr`,mn oin i~nnz Two-Way Stop Contro] Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 PM Peak Intersection urisdiction nalysis Year 126th Street &Shelbourne Road Carmel Existing+Yr 2013+Generated Pro ect Descri lion Pittman Partners East/West Street: 126th Street North/South Street: Shelbourne Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 644 31 14 240 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 644 31 14 240 0 Percent Heavy Vehicles 0 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T U stream Si naf 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 16 0 20 0 0 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 16 0 20 0 0 0 Percent Heavy Vehicles 5 0 5 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 1 0 0 0 Configuration L R Dela ,Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R (vph) 14 16 20 C (m) (vph) 902 295 468 lc 0.02 0.05 0.04 95% queue length 0.05 0.17 0.13 ontrol Delay 9.1 17.9 13.0 LOS A C 8 pproach Delay -- - 15.2 pproach LOS - -- C HCSZOOOTM Copyright ®2000 University of Florida, All Rights Reserved 31 ai...unsn,.,.......,._.,.oz~n.,_aoi'lnc,.a.:...._..t: ~......~.1\i ,....,IOL~nCe»:.,,...\T,...,,.\..71,4 ~'7 r.,,., version 4.1 c oin nnn4 P1TTA7AN PARTNERS TRAFFIC OPERATIONS ANALYSIS 1 ' 131ST STREET & SHELBOURNE ROAD Li fl INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES 32 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT WEST CLAY LOCATION 131ST STREET & SHELBORNE ROAD (02) DATE JANUARY 8. 2002 NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND PEAK HOUR DATA AM PEAK I OFF PEAK ~ PM PEAK HR BEGIN 7: 00 AM I ~ HR BEGIN 4:45 PM L i T R TOT I L i T R TOT ~ i L T R TOT i 6 19 23 46 ~ ~ 10 228 61 299 3 69 7 79 I ~ 4 51 3 58 9 156 5 170 ~ ~ 2 32 1 35 65 24 9 98 ~ ~ 29 97 14 140 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL - AM - 6- 7 10 89 99 34 25 59 158 7- 8 48 170 218 79 98 177 395 8- 9 41 85 126 78 59 137 263 - PM - 3- 4 85 32 117 42 94 136 253 4- 5 162 36 218 68 96 164 382 5- 6 290 43 333 65 134 199 532 TOTAL 656 455 1111 366 33.10 22.9% 56.0% 18.5°s - AM PEAK VOLUMES - 15-MIN 17 50 24 HOUR 48 183 83 PHF 0.71 0.92 0.86 - PM PEAK VOLUMES - 15-MIN 87 13 20 HOUR 299 45 68 PHF 0.86 0.87 0.85 33 506 25.5% 32 106 0.63 47 140 0.74 872 1983 44.Oo 100.0°s 1 CLIENT LOCATION DATE DIRECTION OF TRAVEL A & F ENGINEERING CO., INC_ TRAFFIC VOLUME SUMMARY WEST CLAY 131ST STREET & SHELBORNE ROAD (02) JANUARY 8, 2002 NORTHBOUND HOUR PASS LEFT TRUCK BOTH THRU PASS TRUCK BOTH PASS RIGHT TRUCK BOTH TOTAL PASS TRUCK BOTH AM 6- 7 1 0 1 1 0 1 8 0 8 10 0 10 7- 8 6 0 6 19 0 19 23 0 23 48 0 48 8- 9 4 0 4 17 1 18 19 0 19 40 1 41 PM 3- 4 12 0 12 50 0 50 23 0 23 85 0 85 4- 5 8 1 9 136 0 136 37 0 37 181 1 182 5- 6 9 0 9 221 0 221 60 0 60 290 0 290 PASSENGER 40 444 170 654 97.6% 99.8% 100.0°s 99.70 TRUCK 1 1 0 2 2.40 0.2o O.Oo 0.30 BOTH 41 445 170 656 6.30 67.80 25.9% 100.00 DIRECTION OF TRAVEL EASTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 1 0 1 32 0 32 1 0 1 34 0 34 7- 8 3 0 3 69 0 69 7 0 7 79 0 79 8- 9 3 0 3 65 1 66 9 0 9 77 1 78 PM 3- 4 2 G 2 37 0 37 3 0 3 42 0 42 4- 5 5 1 6 56 1 57 5 0 5 66 2 68 5- 6 3 0 3 58 0 58 4 0 4 65 0 65 PASSENGER 17 317 29 363 94.40 99.40 100.Oo 99.20 TRUCK 1 2 0 3 5.60 0.60 0.0°s O.So BOTH 18 319 29 366 4.90 87.20 7.9°s 100.Oe 34 1 1 t t CLIENT LOCATION DATE DIRECTION OF TRAVEL A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY WEST CLAY 131ST STREET & SHELBORNE ROAD (02) JANUARY 8, 2002 SOUTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH TOTAL PASS TRUCK BOTH AM 6- 7 5 0 5 72 0 72 12 0 12 89 0 89 7- 8 9 0 9 156 0 156 5 0 5 170 0 170 8- 9 5 0 5 75 0 75 5 0 5 85 0 85 PM 3- 4 2 0 2 25 0 25 5 0 5 32 0 32 4- 5 2 0 2 32 0 32 2 0 2 36 0 36 5- 6 2 0 2 39 0 39 2 0 2 43 0 43 PASSENGER 25 399 31 455 100.0°s 100.00 100.00 100.00 TRUCK 0 0 0 0 O.Oo 0.0% O.Oo O.Oo BOTH 25 399 31 455 5.5s 87.7% 6.8°s 100.00 DIRECTION OF TRAVEL WESTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH TOTAL PASS TRUCK BOTH AM 6- 7 16 0 16 8 0 8 1 0 1 25 0 25 7- 8 65 0 65 24 0 24 9 0 9 98 0 98 8- 9 26 0 26 30 1 31 2 0 2 58 1 59 PM 3- 4 19 0 19 69 0 69 6 0 6 94 0 94 4- 5 18 0 18 71 0 71 7 0 7 96 0 96 5- 6 26 0 - 26 94 0 94 14 0 14 134 0 134 PASSENGER 170 296 39 505 100.0°s 99.7% 100.0°s 99.8% TRUCK 0 1 0 1 0.0°s 0.3% O.Oo 0.20 BOTH 170 297 39 506 33.60 58.70 7.7% 100.00 35 1 1 i All-Way Stop Control Page 1 of 1 ALL-WAY STOP CONTROL ANALYSIS General Information nal st TR ite Information Intersection 131st Street 8 Shelboume Rd. rin BF E i urisdiction Camrel en /Co. g ng nee 9/4/03 nal sis Year xisfing Date Performed nal sis Time Period M Peak Pro act ID Pittman Partners East/West SUeet: 731st Street Nodh/South Street: Shelboume Road olume Ad'ustments and Site Characteristics roach Eastbound Westbound ovement L T R L T R olume 3 70 7 66 25 9 /oThrus Left Lane 50 50 proach Movement Northbound L T R Southbountl L T R omme 6 19 23 9 159 5 /oThrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 onfiguration LTR LTR LTR LTR PHF 0.90 0.90 0.90 0.90 Flow Rate 87 110 52 191 /o Heavy Vehicles 5 5 5 5 No. Lanes 1 1 1 1 eometry Graup 1 1 1 1 Duration. T 0.25 aturation Headwa Ad-ustment Workshe et Prop. Left-Turns 0.0 0.7 0.1 0.1 Prop. Righl-Turns 0.1 0.1 05 0.0 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 LT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 RT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 h Hv-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 4.66 4.66 4.66 4.66 De arture Headwa and Service Time e, initial value 3.20 3.20 3.20 3.20 initial 0.08 0.10 0.05 0.17 d, foal value 4.66 4.66 4.66 4.66 anal value 0.11 0.15 0.06 0.24 ova-up time, m 2.0 2.0 2.0 2.0 ervice Time 2.7 2.7 2.7 2.7 Ca aci and Level o f Service Eastbound Westbound Northbound Southbound L7 L2 L1 L2 L1 L2 L1 L2 apacity 337 360 302 441 Delay 8.26 8.56 7.74 8.96 os A A A A pproach: Delay 8.26 8.56 7.74 8.96 Los q A A A Intersection Delay 8.5 8 Intersection LOS A HCS2000~'~1 Copyright ®2000 University o(Plorida, All Rights Reserved 36 r_t_.un.tn_....-...~._.,.0%'1/1.,..AO%7(\C ottinnc\:.A....AI\T nralo/7(TRPttinoc\TPmn\n7k~fiS imn vervun v. u 9/4/2003 All-Way Stop Control Page 1 of 1 ' ALL-WAY STOP CONTROL ANALYSIS 1 1 1 1 t 1 TR intersection 131st Street 8 Shelbourne Rd. nal st ineering BF En urisdiction Carmel enc /CO. P f d g 9/4/03 nal sis Year xisting er orme Date nal sis Time Period M Peak -,_.u.~.~r~~,.......,._...oi~n....aoi~ncorr:..~~\;.P.,.,Pl\T~~~lo/~f1CPtti„oc\Tamn\n7k'2FiF.imn 9/4/2003 HC51000Tm Copyright ®2000 University of Florida, All Rights Reserved version a. i c 37 All-Way Stop Control General Information nal st ' gent /Co. Dale Pertormed nal sis Time Period ' Pro ect ID Pittman Partners ast/VJest Street: 131st Street olume Ad'ustments z roach ' ovement olume ' /oThrus Left Lane roach ovement olume ' /Thrus Left Lane ' onfiguration PHF Flow Rate /Heavy Vehicles No. Lanes eometry Group Duration, T ' aturation Headwa Prop. Left-Turns ' Prop. Right-Turns rop. Heavy Vehicle LT-adj ' RT-adj HV ad" 1 _ I adj, computed 7.29 De arture Headwa and Service d, initial value 3.20 initial 0.28 d, final value 7.29 final value 0.63 ove-up time, m 2~ ervice Time 5.3 Ca aci and Level of Service Eas[ L1 apacity 457 Delay 21.96 os ~ pproach: Delay Los Intersection Delay Intersection LOS 7. 0.50 0.61 0.91 2.0 2.0 0 2 0 5.3 5.3 5.3 Westbound Northbound Southbound bountl Li L2 L1 L2 L1 L2 Lz 507 409 448 21.32 46.32 18.69 ~ C E 18.69 21.32 46.32 21.96 E C C C 29.98 Copyright ®2000 University o(Florida, All Rights Reserved ' lfCS2000TM 38 r. to~ //r•~nn~..,r„ents%20and%20Settings\jrenge]\Local%20Settings\Temp\u2k368.tmp Page 1 of ] ALL-WAY STOP CONTROL ANALYSIS Road 50 Eastbound Li L2 1 50 I Northbound L1 LZ LTR 1 T Westbound L1 L2 1R 90 Southbound L1 L2 uauumr...~~........__ -. 3 0 0.1 0.0 0.7 . 0 0 0.5 0.1 0.2 . 0 0 0.0 0.0 2 0 0.0 0 2 02 . 0.2 0.2 . 0.2 6 0 . 6 -0.6 -0 -06 -p6 -0.6 -0.6 . -0.6 - 7 1 . 1 7 1 '7 1.7 1.7 1.7 . 1.7 . 7 29 7.29 7.29 Version 4.Ic 9/4/2003 t 1 1 1 All-Way Stop Control Page 1 of I ALL-WAY STOP CONTROL ANALYSIS General Information ite Information l t TR Intersection 131st Street 8 Shelbourne Rd na s lC ineering BF En uristliction Carmel ency o. Date Performed g 9/4/03 nal sis Year Existing+YR 2013+Generated nal sis Time Period M Peak Pro ect ID Pitfman Partners East/VJest SUeet: 131st Street North/South Street: Shelboume Road olume Ad'ustments and Site Characteristics roach Eastbountl Westbound ovement L T R L T R olume 9 100 54 61 179 30 7hrus Lefl Lane 50 50 p roach Nodhbound Southbound ovement L T R L T R olume 87 407 117 12 130 3 Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 Lt L2 L1 L2 L1 L2 onfigumtion LTR LTR LTR LTR PHF 0.90 0.90 0.90 0.90 Flow Rate 181 298 678 160 Heavy Vehicles 5 5 5 5 No. Lanes 1 1 1 1 eometry Group 1 1 1 1 Duration, T 0.25 aturation Headwa Ad'ustment Worksheet Prop. Lefl-Tums 0.1 0.2 0.1 0.1 Prop. Right-Tums 0.3 0.1 0.2 0.0 rop. Heavy vehiGe 0.0 0.0 0.0 0.0 LT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 RT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 HV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 7.13 7.13 7.13 7.13 De arture Headwa and Service Time d, initial value 3.20 3.20 3.20 3.20 initial 0.16 0.26 0.60 0.14 d, final value 7.13 7.13 7.13 7.13 .final value 0.36 0.57 1.13 0.32 ove-up time, m 2.0 2.0 2.0 2.0 ervice Time 5.1 5.1 5.1 5.1 Ca aci and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 apaciry 431 508 678 410 Delay 14.05 18.82 102.46 13.36 Los 8 C F ' B pproach: Delay 14.05 18.82 102.46 13.36 Los 8 C F B Intersection Delay 60.56 Intersection LOS F HCS2000TM Copyright ®2000 University of Florida, All Rights Reserved 39 rt,..nr~.m,.,.,.~.,......oi~n....aoi~neor.:,,,.~c~P„~~,1\T.,ralo/')nCatt~n.,c\Temn\n7k271 imn V er5100 4.1 C 4iai~nn~ 1 1 1 1 All-Way Stop Control Page 1 of 1 ALL-WAY STOP CONTROL ANALYSIS General Information nal st TR gent /Co. 8F Engineering Date Performed 9/4N3 Site Information Intersection 131st Street 8 Shelbourne Rd. urisdiction Carmel nal sis Year xisf+2013+Gen. with Prop. nal sis Time Period M Peak ro"ect ID Pittman Partners EasUVJesI Street: 131st Sfreef NorthlSoulh Street: Shelboume Road oiume Ad'ustments and Site Characteristics roach Eaatbound Westbound ovement L T R L T R oiume 6 137 139 137 51 18 Thrus Left Lane 50 50 roach Northbound Southbound ovement L T R L T R oiume 86 125 58 22 390 10 Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 onfiguration L TR L TR L TR L TR HF 0.90 1.00 0.90 1.00 0.90 1.00 0.90 1.00 low Rate 6 276 152 69 95 183 24 400 Heavy Vehicles 5 0 5 0 5 0 5 0 No. Lanes 2 2 2 2 eometry Graup 5 5 5 5 Duration, 7 0.25 aturation Headwa Ad-ustmen t Worksheet rop. Left-rums 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 Prop. Right-rums 0.0 0.5 0.0 0.3 0.0 0.3 0.0 0.0 Prop. Heavy vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LT-adj 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 RT-adj -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 Hv-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 7.64 7.64 7.64 7.64 7.64 7.64 7.64 7.64 De arture Headwa and Service Time d, initial vaiue 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 initial 0.01 0.25 0.14 0.06 0.08 0.16 0.02 0.36 d, final vaiue 7.64 7.64 7.64 7.64 7.64 7.64 7.64 7.64 final vaiue 0.01 0.51 0.33 0.13 0.20 0.34 0.05 0.73 ove-up time, m 2.3 2.3 - 2.3 2.3 ervice Time 5.3 4.4 5.3 4.4 5.3 4.4 5.3 4.4 a aci and Level o f Service Eastbound Westbound Northboun0 Southbound Lt L2 L1 L2 L1 L2 L1 L2 apaciry 256 510 402 319 345 433 274 534 Deiay 10.44 16.27 14.18 10.76 12.02 12.78 10.27 25.36 Los 8 C 8 8 8 6 6 ~ pproach: Delay 16.14 13.11 12.52 24.51 Los C B 6 C Intersection Delay 17.69 Inlersedion LOS C - HCSIOOOTM Copyright ®2000 Universiry of Florida, NI Rights Reserved 40 a to.!/r-~ n,.,.,,.,,P„r~o/ Ana nrl°~ ~flCett in as\iren vet\T .nca I%20Settines\Temo\u2k36B.tmn 9/4/2003 1 t 1 1 1 t Ali-Way Stop Control Page 1 of 1 ALL-WAY STOP CONTROL ANALYSIS General Information ite Information nal st TR Intersection 131st Street 8 Shelbourne Rd. n /Co BF Engineering urisdiction Carmel . e ate Performed 9/4/03 nal sis Year xist.+YR 2013+Gen. with Prop. al sis Time Period M Peak Pro ect ID Pittman Partners EasUVJest Street: 131st Street Nonh/South Street: Shelbourne Road olume Ad-ustments and Site Characteristics roach Eastbound Westbound ovement L T R L T R olume 9 100 54 61 179 30 Thms Left Lane 50 50 pproach Northbound Southbound Movement L T R L T R olume 87 407 117 12 130 3 Thrus LeR Lane 50 50 Eastbound Westbound Northbound Southbound L7 L2 L1 L2 L1 L2 L1 L2 onftguration L TR L TR L ~ TR L TR PHF 0.90 1.00 0.90 1.00 0.90 1.00 0.90 1.00 Flow Rate 10 154 67 209 96 524 13 133 Heavy vehicles 5 0 5 0 5 0 5 0 No. Lanes 2 2 2 2 eometry Group 5 5 5 5 Duration, T 0.25 aturation Headwa Ad-ustment Worksheet Prop. Left-rums 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 Prop. Right-rums 0.0 0.4 0.0 0.1 0.0 0.2 0.0 0.0 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LT-adj 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 RT-adj -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 Hv-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 7.73 7.73 7.73 7.73 7.73 7.73 7.73 7.73 De arture Headwa and Service Time d, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 . initial 0.01 0.14 0.06 0.19 0.09 0.47 0.01 0.12 d, final value 7.73 7.73 7.73 7.73 7.73 7.73 7.73 7.73 final value 0.02 0.30 0.14 0.40 0.18 0.87 0.03 0.25 ove-up time, m 2.3 2.3 2.3 2.3 ervice Time 5.4 4.6 5.4 4.6 5.4 4.6 5.4 4.6 Ca aci and level of Service Eastbound Westbound Northbound Southbound L1 L2 Lt L2 L1 L2 U L2 apaciry 260 404 317 459 346 596 263 383 Delay 10.60 12.46 11.43 13.94 10.90 36.29 10.32 11.79 os 8 B 8 8 B E 8 8 pproach: Delay 12.34 13.33 32.36 11.66 Los 8 B D 8 Intersection Delay 22.78 Intersection LOS C HCS2000TM Copyright ®2000 University of Florida, All Rights Reserved 41 F.1o~//!`•\Tl.....,...ow~0/_7 n~ram/_7l1C Attin nc\iran nPl\i n.-aln/7f1CPttin nc\Tamn\n74'274 }mn Version 4.7 c 4iannm PFI"1'MAN PARTNERS TRAFFIC OPERATIONS ANALYSIS 1 1 ~ 141ST STREET & SHELBOURNE ROAD 1 INTERSECTION DATA i ' TRAFFIC VOLUME COUNTS ' AND CAPACITY ANALYSES ' a2 1 i 1 1 CLIENT LOCATION DATE NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY WEST CLAY 141ST STREET & SHELBORNE ROAD (03) JANUARY 9, 2002 PEAK HOUR DATA AM PEAK ~ OFF PEAK ~ PM PEAK HR BEGIN 7:00 AM I ~ HR BEGIN 4:45 PM L T R TOT I L ~ T R TOT I ~ L T R TOT ~ 1 20 3 24 ~ ~ 5 197 41 243 1 4 5 10 I ~ 1 10 3 14 0 178 1 179 ~ ~ 3 37 1 41 33 5 0 38 ~ ~ 7 6 2 15 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL - AM - 6- 7 10 70 80 5 13 18 98 7- 8 24 179 203 10 38 48 251 8- 9 21 77 98 11 23 34 132 - PM - 3- 4 63 27 90 7 10 17 107 4- 5 146 33 179 17 20 37 216 5- 6 238 41 279 11 10 21 300 TOTAL 502 427 929 61 45.So 38.70 84.10 5.5% - AM PEAK VOLUMES - 15-MIN 8 58 4 HOUR 24 179 11 PHF 0.75 0.77 0.69 - PM PEAK VOLUMES - 15-MIN 77 12 7 HOUR 243 41 19 PHF 0.79 0.85 0.68 43 114 10.3°s 13 39 0.75 8 21 0.66 175 1104 15.90 100.0°s 1 1 1 t 1 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT WEST CLAY LOCATION 141ST STREET & SHELBORNE ROAD (03) DATE JANUARY 9, 2002 DIRECTION OF TRAVEL NORTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH RIGHT PASS TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 1 0 1 8 0 8 1 0 1 10 0 10 7- 8 1 0 1 20 0 20 3 0 3 24 0 24 8- 9 1 0 1 16 0 16 4 0 4 21 0 21 PM 3- 4 3 0 3 52 0 52 8 0 8 63 0 63 4- 5 3 0 3 121 0 121 22 0 22 146 0 146 5- 6 4 0 4 193 0 193 41 0 41 238 0 238 PASSENGER 13 410 79 502 100.00 100.00 100.0°s 100.00 TRUCK 0 0 0 0 O.Oo 0.0°s 0.Oo 0.0% BOTH 13 410 79 502 2.60 81.70 15.7% 100.00 DIRECTION OF TRAVEL : EASTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 0 0 0 3 0 3 2 0 2 5 0 5 7- 8 1 0 1 4 0 4 5 0 5 10 0 10 8- 9 0 0 0 5 1 6 5 0 5 10 1 11 PM 3- 4 1 0 1 6 0 6 0 0 0 7 0 7 4- 5 1 1 2 10 0 10 S 0 5 16 1 17 5- 6 1 0 1 9 0 9 1 0 1 11 0 11 PASSENGER 4 37 18 59 80.0% .97.4°s 100.00 96.70 TRUCK 1 1 0 2 20.0% 2.60 0.Oo 3.3°s BOTH 5 38 18 61 8.20 62.30 29.50 100.00 44 1 1 1 1 1 1 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT : WEST CLAY LOCATION 141ST STREET & SHELBORNE ROAD (03) DATE : JANUARY 9, 2002 DIRECTION OF TRAVEL SOUTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 0 0 0 70 0 70 0 0 0 70 0 70 7- 8 0 0 0 177 1 178 1 0 1 178 1 179 8- 9 2 0 2 72 0 72 2 1 3 76 1 77 PM 3- 4 0 0 0 25 0 25 1 1 2 26 1 27 4- 5 1 0 1 30 0 30 2 0 2 33 0 33 5- 6 2 0 2 38 0 38 1 0 1 41 0 41 PASSENGER S 412 7 424 100.00 99.80 77.80 99.3% TRUCK 0 1 2 3 0.0°s 0.20 22.20 0.7% BOTH 5 413 9 427 1.2% 96.70 2.10 100.00 DIRECTION OF TRAVEL WESTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- .7 9 0 9 2 0 2 2 0 2 13 0 13 7- 8 33 0 33 5 0 5 0 0 0 38 0 38 8- 9 15 0 15 4 0 4 4 0 4 23 0 23 PM 3- 4 4 0 4 6 0 6 0 0 0 10 0 10 4- 5 5 1 6 12 0 12 2 0 2 19 1 20 5- 6 8 0 8 0 0 0 1 1 2 9 1 10 PASSENGER 74 29 9 112 98.7% 100.00 90.Oa 98.2°s TRUCK 1 0 1 2 1.3o O.Oo 10.00 1.80 BOTH 75 29 10 114 65.8% 25.4% 8.8% 100.00 45 1 i 1 1 1 1 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 AM Peak Intersection urisdiction nalysis Year R ad Street & Shelbourne Carmel Existing Pro ect Descri tion Pittman Partners East/West Street: 141st Street North/South Street: Shelboume Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma"or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 1 20 3 1 182 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 22 3 1 202 1 Percent Heavy Vehicles 5 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 34 5 1 1 4 5 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 37 5 •1 1 4 5 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N forage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration LTR LTR Dela ,Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 1 43 10 C (m)(vph) 1351 1570 705 743 /c 0.00 0.00 0.06 0.01 95% queue length 0.00 0.00 0.19 0.04 Control Delay 7.7 7.3 10.4 9.9 LOS A A 8 A pproach Delay - - 10.4 9.9 pproach LOS - - B A HC.S2000TM Copyright ®2000 University of Plorida, All Rights Reserved Version 4.Ic 46 F.lr• //(' •Ul..rmm~n}c°~ 7rlanrl°/ 7rtCPlfin OC~I!'PIIOPI~T .(1CAI°~„2tlRettin~s\Temn\u2k377.tmn 9/4/2003 1 1 t Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 PM Peak Intersection urisdiction nalysis Year Ro ~ Street & Shelbourne Carmel Existing Pro ect Descri lion Pittman Partners East/West Street: 141st Street North/South Street: Shelboume Road Intersection Orientation: North-South tud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 5 201 42 3 38 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 5 223 46 3 42 1 Percent Hea Vehicles 5 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 7 6 2 1 10 3 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 7 6 2 1 11 3 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N forage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration LTR LTR Dela Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7' 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 5 3 15 15 (m)(vph) 1547 1277 629 641 lc 0.00 0.00 0.02 0.02 95% queue length 0.01 0.01 0.07 0.07 ontrol Delay 7.3 7.8 10.9 10.8 LOS A A B B pproach Delay - - 10.9 10.8 pproach LOS - - B 8 HCS2000TM Copyright W 2000 University of Florida, All Rights Reserved 47 rr,.. nn.m_,....... ~.....oi ~n,...aoi ~ncerr:.,..~l:.o.,~All T ..gal°/7nCPtt:nnc\Tvmn\n7k~7F tmn Version 4.Ic 9/a/zone 1 1 t t WPPfUaai wo HCS1000TM Copyright ®2000 University of tlon°a, Ho mgno n~~~~.~~ 48 f tP•//~' ~~n~cuments%20and%20Settings\jrengel\Local%20Settings\Temp\u2k37C.tmp version 4.1 c 9/4/2003 Page 1 of 1 T ..,__ ~.~.. r,,.....,.i 1 1 1 1 1 1 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 PM Peak Intersection urisdiction nalysis Year 141st Street &Shelbourne Road Carmel Existing+Yr 2013+Generated Pro'ect Descri lion Pittman Partners EasUWest Street: 141st Street North/South Street: Shelbourne Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma"or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 8 259 51 14 78 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 8 287 56 15 86 1 Percent Heavy Vehicles 5 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 10 8 7 1 14 8 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 11 8 7 1 15 8 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 onfiguration L TR L TR Dela Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR (vph) 8 15 11 15 1 23 (m)(vph) 1490 1199 484 577 493 577 lc 0.01 0.01 0.02 0.03 0.00 0.04 95%queuelength 0.02 0.04 0.07 0.08 0.01 0.12 Control Delay 7.4 8.0 12.6 11.4 12.3 11.5 LOS A A 8 8 8 B pproach Delay -- -- 11.9 11.5 pproach LOS - - B 6 HCS2000~'~ CoRynght ®2000 University of Florida, NI Rights Reserved Version 4.Ic 49 at_.u~.m~,....„,,.....oc~n,,.,aoi~nco..:...,~\:.o,,.,ot\T n~~lo/7flCattinac\Tamn\n')1r2R2 tmn 9/4/2003 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS 1 ~~ 146TH STREET & SHELBOURNE ROAD 0 L LJ INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES 50 1 1 CLIENT LOCATION DATE NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND A & F ENGINEERING CO., INC_ TRAFFIC VOLUME SUMMARY WEST CLAY 146TH STREET & SHELBORNE ROAD (04) : JANUARY 10, 2002 PEAK HOUR DATA AM PEAK I OFF PEAK ~ PM PEAK HR BEGIN 7:00 AM ~ ~ HR BEGIN 4:45 PM L ~ T R TOT ~ L ~ T R TOT ~ ~ L T R TOT i 1 5 25 31 ~ ~ 3 57 137 197 0 77 12 89 I ~ 1 140 7 148 3 34 1 38 ~ ~ 1 11 3 15 ~ 125 104 1 230 ~ ~ 24 111 4 139 ~ HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL - AM - 6- 7 10 23 33 49 127 176 209 7- 8 31 38 69 89 230 319 388 8- 9 8 29 37 78 161 239 276 - PM - 3- 4 51 10 61 91 90 181 242 4- 5 136 10 146 118 123 241 387 5- 6 181 17 198 148 131 279 477 TOTAL 417 127 544 573 21.10 6.4% 27.5°s 29.Oo - AM PEAK VOLUMES - 15-MIN 13 14 28 HOUR 31 44 94 PHF 0.60 0.79 0.84 - PM PEAK VOLUMES - 15-MIN 58 5 47 HOUR 197 17 148 PHF 0.85 0.85 0.79 862 43.60 62 230 0.93 38 139 0.91 1435 1979 72.5% 100.0% 51 1 1 1 1 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT WEST CLAY LOCATION 146TH STREET & SHELBORNE ROAD (04) DATE : JANUARY 10, 2002 DIRECTION OF TRAVEL : NORTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RZGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 3 0 3 4 0 4 3 0 3 10 0 10 7- 8 1 0 1 5 0 5 24 1 25 30 1 31 8- 9 1 0 1 3 0 3 4 0 4 8 0 8 PM 3- 4 3 0 3 20 0 20 28 0 28 51 0 51 4- 5 12 0 12 37 0 37 87 0 87 136 0 136 5- 6 4 0 4 47 0 47 130 0 130 181 0 181 PASSENGER 24 116 276 416 100.00 100.0°s 99.60 99.8% TRUCK 0 0 1 1 O.Oo 0.0; 0.40 0.20 BOTH 24 116 277 417 5.8°s 27.80 66.40 100.0°s DIRECTION OF TRAVEL EASTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 0 0 0 40 0 40 9 0 9 49 0 49 7- 8 0 0 0 76 1 77 12 0 12 88 1 89 8- 9 3 0 3 66 2 68 7 0 7 76 2 78 PM 3- 4 2 0 2 85 0 85 4 0 4 91 0 91 4- 5 2 0 2 109 2 111 5 0 5 116 2 118 5- 6 2 0 2 139 0 139 7 0 7 148 0 148 PASSENGER 9 515 44 568 100.00 99.Oo 100.0% 99.10 TRUCK 0 5 0 5 0.0°s 1.Oo O.Oo 0.90 BOTH 9 520 44 573 1.6°s 90.80 7.70 100.00 52 1 1 1 1 CLIENT LOCATION DATE DIRECTION OF TRAVEL A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY WEST CLAY 146TH STREET & SHELBORNE ROAD (04) JANUARY 10, 2002 SOUTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH TOTAL PASS TRUCK BOTH AM 6- 7 1 0 1 21 0 21 1 0 1 23 0 23 7- 8 3 0 3 34 0 34 1 0 1 38 0 38 8- 9 1 0 1 24 0 24 4 0 4 29 0 29 PM 3- 4 0 0 0 7 0 7 3 0 3 10 0 10 4- 5 1 0 1 6 0 6 3 0 3 10 0 10 5- 6 3 0 3 13 0 13 1 0 1 17 0 17 PASSENGER 9 105 13 127 100.0% 100.00 100.00 100.0% TRUCK 0 0 0 0 O.Oe 0.0% 0.0% O.Oo BOTH 9 105 13 127 7.1% 82.70 10.20 100.00 DIRECTION OF TRAVEL WESTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 65 0 65 62 0 62 0 0 0 127 0 127 7- 8 125 0 125 102 2 104 1 0 1 228 2 230 8- 9 70 0 70 88 2 90 1 0 1 159 2 161 PM 3- 4 16 0 16 71 1 72 2 0 2 89 1 90 4- 5 18 0 18 100 2 102 3 0 3 121 2 123 5"- 6 24 0 24 103 1 104 3 0 3 130 1 131 PASSENGER 318 526 10 854 100.00 98.So 100.00 99.1% TRUCK 0 S 0 8 O.Oo 1.So O.Oo 0.90 BOTH 318 534 10 862 36.90 61.90 1.20 100.00 53 1 Two-Way Stop Control 1 1 Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY (:nnaral Infnrmatinn Site Information nal st TR enc /Co. &F En ineerin Date Performed 9/4/03 nal sis Time Period M Peak and & Shelbourne II Movement 1 2 3 4 5 b L T R L T R olume 1 79 12 128 106 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 87 13 142 117 1 Percent Heavy Vehicles 5 - -- 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 1 5 26 3 35 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 5 28 3 38 1 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela Queue Len th and Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 142 34 42 C (m)(vph) 1452 1474 778 422 lc 0.00 0.10 0.04 0.10 95% queue length 0.00 0.32 0.14 0.33 Control Delay 7.5 7.7 9.8 14.5 LOS A A A B pproach Delay - - 9.8 14.5 pproach LOS - - A B ' IICS1000~M Copyright ®2000 University of Florida, All Rights Reserved $Q ci_.nn.~r~,.,...~,.«~,.o/1n..«,7o/_'1nQo~ti..,.oG~P,..,o1\7 ~rol°/7f1Cr+ttinnc\Tamn\n7kZR7 }mn 9/a/~nn~ Two-Way Stop Control 1 1 1 1 1 Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st TR enc /Co. &F En ineenn Date Performed 9/4/03 nal sis Time Period PM Peak Pitl 146th 0.25 Vo Ma'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume 1 143 7 25 113 4 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 158 7 27 125 4 Percent Heav Vehicles 5 - -- 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 3 58 140 1 11 3 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 3 64 155 1 12 3 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela Queue Len th and Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 27 222 16 C (m) (vph) 1438 1395 748 .584 /c 0.00 0.02 0.30 0.03 95% queue length 0.00 0.06 1.24 0.08 Control Delay 7.5 7.6 11.8 11.3 LOS A A 8 8 pproach Delay - - 11.8 11.3 pproach LOS - -- 8 B ' HCS1000TM Copyright ®2000 Univcrsiry of Florida, All Rights Reserved 55 rr _. irn.~n_,....v,.._~,.o/'ln,.-.,to%711C~,.ar:......\:.,,.,,.,.1\T ,....,toi ~ncon:.,..~\Tom..\n7L'2471 tmn Vernon 4.Ic omi~nnz 1 Two-Way Stop Control Page ] of 1 1 1 1 1 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information 146th Street & Shelbourne Intersection Road urisdiction Carmel nal sis Year Existin +2013+Generated Pro ect Descri lion Pittman Partners EasUlNest Street: 146th Street North/South Street Shelboume Road Intersection Orientation: East-West Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Eastbound Westbound Movement 7 2 3 4 5 6 L T R L T R olume 1 95 23 159 127 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 105 25 176 141 1 Percent Heavy Vehicles 5 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 1 1 r0 1 1 0 Configuration L TR L TR U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 20 13 45 4 45 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 22 14 50 4 50 1 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 onfiguration L TR L TR Dela Queue Len th and Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR (vph) 1 176 22 64 4 51 C (m)(vph) 1423 1437 311 683 316 352 lc 0.00 0.12 0.07 0.09 0.01 0.14 95% queue length 0.00 0.42 0.23 0.31 0.04 0.50 Control Delay 7.5 7.9 17.5 10.8 16.5 17.0 LOS A A C B C C pproach Delay - - 12.5 16.9 pproach LOS -- - B C nal st TR enc ICo. &F En ineerin Date Performed 9/4/03 naI sis Time Period M Peak ' HC51000~M Copyright ®2000 University °r Florida, All Rights Reserved 56 rr_.rv~.~r~ .............r..o%'ln..._.JO%711C„tt:....~\:.o,,..ol\T ..ral0/'7 rlSattinne\TPmn\n7k"iRA.tmn verson v. is 9/a/~on3 Two-Way Stop Control 1 1 i Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st TR enc /Co. 8F En meenn Date Performed 9/4/03 nal sis Time Period PM Peak d Adjustments L T R L T R plume 1 172 27 45 136 5 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 191 30 50 151 5 Percent Heavy Vehicles 5 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R plume 14 74 184 1 21 4 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 15 82 204 1 23 4 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 onfiguration L TR L TR Dela Queue Len th and Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 ~ 12 Lane Configuration L L L TR L TR (vph) 1 50 15 286 1 27 C(m)(vph) 1406 1331 460 680 257 500 lc 0.00 0.04 0.03 0.42 0.00 0.05 95% queue length 0.00 0.12 0.10 2.09 0.01 0.17 ontrol Delay 7.6 7.8 13.1 14.1 19.1 12.6 LOS A A B B C 8 pproach belay - - 14.0 12.8 pproach LOS -- - B B ' HCS2000TM Copyright ~ Z000 University of Florida, All Rights Reserved 57 .-. ,,.. ..~ ~.~.n_ m.nnr,....___r...____nr___rni~no_..c__,.ar,.__~..m,~nn ......_ version a. w n/n i~nnz 1 1 1 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS 131ST STREET & TOWNE ROAD INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES 58 1 1 1 1 1 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT : WEST CLAY LOCATION : 131ST STREET & TOWNE (05) DATE JANUARY 11, 2002 PEAK HOUR DATA AM PEAR ~ OFF PEAK ~ PM PEAK HR BEGZN 7: 15 AM ~ I HR BEGIN 5:00 PM L t T R TOT I i L T R TOT I L i T R TOT NORTHBOUND ~ 5 97 36 138 ~ I 12 304 47 363 EASTBOUND ~ 7 122 17 146 ~ ~ 34 82 8 124 SOUTHBOUND I 26 406 26 456 I ~ 10 121 18 149 WESTBOUND ~ 64 47 5 116 ~ ~~ 46 105 18 169 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL AM 6- 7 55 193 248 42 39 81 329 7- 8 125 474 599 137 112 249 848 8- 9 129 236 365 108 74 182 547 - PM - 3.- 4 195 132 327 57 96 153 480 4- 5 376 124 500 97 122 219 719 5- 6 363 149 512 124 169 293 805 TOTAL 1243 1308 2551 565 33.3% 35.1% 68.40 15.20 - AM PEAK VOLUMES - 15-MIN 46 134 44 HOUR 144 474 147 PHF 0.78 0.88 0.84 - PM PEAK VOLUMES - 15-MIN 148 44 38 HOUR 400 149 124 PHF 0.68 0.85 0.82 612 16.40 35 116 0.83 52 169 0.81 1177 3728 31.60 100.0% 59 1 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT : WEST CLAY LOCATION 131ST STREET & TOWNE (OS) DATE JANUARY 11, 2002 DIRECTION OF TRAVEL NORTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 3 0 3 38 2 40 12 0 12 53 2 55 7- 8 3 0 3 86 6 92 29 1 30 118 7 125 8- 9 7 1 8 91 7 98 22 1 23 120 9 129 PM 3- 4 10 0 10 152 5 157 24 4 28 186 9 195 4- 5 14 1 15 322 4 326 34 1 35 370 6 376 5- 6 12 0 12 299 5 304 46 1 47 357 6 363 PASSENGER 49 988 167 1204 96.1% 97.10 95.40 96.90 TRUCK 2 29 8 39 3.9% 2.90 4.6% 3.1% BOTH 51 1017 175 1243 4.1°s S1.So 14.1% 100.0% DIRECTION OF TRAVEL EASTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 5 0 5 31 1 32 5 0 5 41 1 42 7- 8 8 0 8 111 4 115 14 0 14 133 4 137 8- 9 6 1 7 92 1 93 7 1 8 105 3 108 PM 3- 4 6 0 6 41 5 46 5 0 5 52 5 57 4- 5 29 0 29 57 1 58 10 0 10 96 1 97 5- 6 34 0 34 81 1 82 8 0 8 123 1 124 PASSENGER 88 413 49 550 98.90 96.90 98.Oo 97.30 TRUCK 1 13 1 15 l.l% 3.10 2.Oo 2.7a BOTH 89 426 50 565 15.So 75.4% 8.80 100.00 60 1 S 1 1 i A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT : WEST CLAY LOCATION 131ST STREET & TOWNE (05) DATE JANUARY 11, 2002 DIRECTION OF TRAVEL : SOUTH$OUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 8 1 9 174 2 176 8 0 8 190 3 193 7- 8 22 1 23 406 12 418 33 0 33 461 13 474 8- 9 19 0 19 195 5 200 17 0 17 231 5 236 PM 3- 4 9 0 9 95 15 110 13 0 13 117 15 132 4- 5 7 2 9 96 4 100 14 1 15 117 7 124 5- 6 10 0 10 119 2 121 18 0 18 147 2 149 PASSENGER 75 1085 103 1263 94.90 96.40 99.Oo 96.60 TRUCK 4 40 1 45 S.lo 3.6% 1.Oo 3.4°s BOTH 79 1125 104 1308 6.Oo 86.Oo 8.0°s 100.00 DIRECTION OF TRAVEL WESTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 16 0 16 18 1 19 3 1 4 37 2 39 7- 8 62 2 64 44 0 44 4 0 4 110 2 112 8- 9 35 1 36 32 3 35 3 0 3 70 4 74 PM 3- 4 29 0 29 54 0 54 13 0 13 96 0 96 4- 5 26 2 28 80 1 81 13 0" 13 119 3 122 5- 6 44 2 46 104 1 105 17 1 18 165 4 169 PASSENGER 212 332 53 597 96.8% 98.20 96.40 97.So TRUCK 7 6 2 15 3.20 1.80 3.60 2.5°s BOTH 219 338 55 612 35.80 55.20 9.0°s 100.00 61 1 1 1 i 1 1 t 1 All-Way Stop Control Page I of 1 ALL-WAY STOP CONTROL ANALYSIS General Information nal st TR enc /Co. 8F Engineering ite Information Intersection 131st Street B Towne Road uristliction Carmel 9/4/03 nal sis Year Existing Date Pertormed nal sis Time Period M Peak Pro ect ID Pittman Partners EasUWest Street: 131st Street North/South Street: Towne Road olume Ad'ustments and Site Characteristics roach Eastbountl Westbound ovement L T R L T R olume 7 124 17 65 48 5 /,Thrus Lefl Lane 50 50 p roach ovement Northbound L T R Southbound L T R olume 5 99 37 27 414 27 /oThrus Left lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 onfiguration LTR .LTR LTR LTR PHF 0.90 0.90 0.90 0.90 Flow Rate 162 130 156 520 Heavy Vehicles 5 5 5 5 No. Lanes 1 1 1 1 eometry Group 1 1 1 1 Duration, T 0.25 aturation Headwa Ad'ustment Worksheet Prop. Lefl-Turns 0.0 0.6 0.0 0.1 Prop. Right-Turns 0.1 0.0 0.3 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 LT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 RT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 HV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 6.05 6.05 6.05 6.05 De arture Headwa and Service Time d, initial value 3.20 3.20 3.20 3.20 initial 0.14 0.12 0.14 0.46 d, final value 6.05 6.05 6.05 6.05 anal value 0.27 0.23 0.24 0.74 ove-up time, m 2.0 2.0 2.0 2.0 mice Time 4.0 4.0 4.0 4.0 a aci and Level of Service Eastbountl Westbountl Northbountl Southbound L1 l2 L1 L2 L1 L2 Lt L2 apacity 412 380 406 684 Delay 11.29 11.08 10.36 21.60 LOS B B B C pproach: Delay 11.29 11.08 10.36 21.60 LOS B B B C Intersection Delay 16.65 Intersection LOS C HCS2000TM Copyright ®2000 IJniversiry of Florida, All Rights Reserved 62 v ernon w. i c Q/d/DMZ 1 1 t All-Way Stop Control Page 1 of 1 ALL-WAY STOP CONTROL ANALYSIS General Information ite Information l TR Intersection 131st Street 8 Towne Road na st gent lCo. f D P d 8F Engineering 9/4/03 urisdiction nal sis Year Carmel xisting er orme ate nal sis Time Periotl M Peak Pro ect ID Pittman Partners EasgWest Street: 131st Sfreet Nodh/South Street: Towne Road olume Ad'ustments and Site Characteristics roach Eastbound Westbound ovement L T R L T R olume 35 84 8 47 107 18 /Thrus Left Lane 50 50 roach Northbound Southbound Movement L T R L T R oNme 12 310 48 10 123 18 Thms LeR Lane - 50 50 Eastbound Westbountl Northbound Southbound U L2 L1 L2 L1 L2 Lt L2 onfiguration LTR LTR LTR LTR PHF 0.90 0.90 0.90 0.90 Flow Rate 139 190 410 167 Heavy Vehicles 5 5 5 5 No. Lanes 1 1 1 1 eometry Group 1 1 1 1 Duration, T 0.25 aturation Headwa Ad'ustment Worksheet Prop. Left-Turns 0.3 0.3 0.0 0.1 Prop. Right-Turns 0.1 0. 1 0.1 0.1 Prop. Heavy Vehicte 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hlzT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 HV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 5.98 5.98 5.98 5.98 De arture Headwa and Service Time d, initial value 3.20 3.20 3.20 3.20 initial 0.12 0.17 0.36 0.15 d, foal vane 5.98 5.98 5.98 5.98 final value 0.23 0.31 0.59 0.26 ove-up time, m 2.0 2.0 2.0 2.0 ervice Time 4.0 4.0 4.0 4.0 Ca aci and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 apacity 389 440 660 417 Delay 10.76 11.42 15.50 10.55 LOS B B C B pproach: Delay 10.76 11.42 15.50 10.55 LOS B B C B Intersection Delay 13.00 Intersection LOS B HC52000T;M Copyright ®2000 University of Florida, All Rights Reserved Version 4.Ic 63 rr_.un.~.~ .................oc~n....,7oi~nc~..:..,...t:.o.,..ot\r ,.,-Flo/_7nCArK., r.o\TPm..\,.7Y'IOR imn giannne t 1 1 1 1 Page 1 of 1 64 _. ,,..,.. ___._~.~n.,..,~oi~neArf;.,o~~;~enoel\Local%20Settings\Temp\u2k398.tmp 9/4/2003 TM IOPYt~gfllN Cwv vw...,ap .,..._..__.--_ .. Hcsaoon 1 1 1 1 1 All-Way Stop Control Page 1 of 1 ALL-WAY STOP CONTROL ANALYSIS General Information Site Information TR Intersection 131st Street & Towne Road nal st BF En ineerin urisdiction Cannel gen /Co. g 9/4N3 nal sis Vear xistin +yr 2013+Generated Date Performed nal sis Time Periotl M Peak Prdect ID Pittman Partners Easf/NJest Street: 131st Street North/South Street: Towne Road olume Ad"ustments and Site Characteristics roach Eastbound Westbound Movement L T R L T R olume 48 168 23 61 246 57 Thrus Lefl Lane 50 50 p roach Northbountl Southbound Movement L T R L T R olume 37 397 63 31 166 32 Thrus Lefl Lane 50 50 Eastbound Westbountl Northbound Southbountl L7 L2 L1 L2 L1 L2 L1 L2 onfiguration L TR L TR L TR L TR PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Flow Rate 53 211 67 336 41 511 34 219 /o Heavy vehicles 5 5 5 5 5 5 5 5 No. Lanes 2 2 2 2 eometry Group 5 5 5 5 Duration, T 0.25 Saturation Headwa Ad'ustment Worksheet Prop. Lett-Turns 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 Prop. Right-Turns 0.0 0.1 0.0 0.2 0.0 0.1 0.0 0.2 Prop. Heavy vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 RT-adj -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 h H V-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 8.67 8.67 8.67 8.67 8.67 8.67 8.67 8.67 De arture Headwa and Service Time d, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 initial 0.05 0.19 0.06 0.30 0.04 0.45 0.03 0.19 hd, final value 8.67 8.67 8.67 8.67 8.67 8.67 8.67 8.67 ,final value 0.13 0.47 0.16 0.72 0.09 1.04 0.08 0.48 ove-up time, m 2.3 2.3 2.3 2.3 ervice Time 6.4 5.8 6.4 5.8 6.4 5.8 6,4 5.8 Ca aci and Level of Service Eastbound Westbound Northbountl Southbound L1 L2 L1 L2 L1 L2 L7 L2 apacity 303 435 317 462 291 511 284 440 Delay 12.64 17.88 12.58 27.85 11.43 79.10 12.01 17.86 Los B C 8 D B F B C pproach: Delay 16.83 25.31 74.07 17.08 Los C D F C intersection Delay '40.66 Intersection LOS E NCS2000TM Copyright ®2000 University of Florida, All Rights Reserved 65 r. iil. ..~. _ninn_.. ani~na_....___\--.__..,.llr_,._ln/.'1/10,..+......,1 T...«..\..7L20C +m r. Vernon 4Jc o/n r~nnz 1 1 Short Report Page 1 of 1 SHORT REPORT General Information Site Information nalyst JTR gency or Co. A&F Engineering Date Performed 9/4/03 ime Period AM Peak Intersection rea Type urisdiction nalysis Year 131st Street & Towne Road All other areas Carmel Existing+2013+Proposed Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR olume v h 17 253 41 100 93 16 13 153 60 62 550 35 °/a Heav veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ctuated P/A A A A A A A A A A A A A tartu lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. reen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 «ival e 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 10 0 4 0 15 0 9 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasin EW Perm 02 03 04 N S Perm 06 07 08 G= 23.0 G= G= G= G= 37.0 G= G= G= iming Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 70.0 Lane Grou Ca aci ,Control Dela ,and LOS Determination EB WB NB SB dj. flow rate 19 315 111 116 14 220 69 640 Lane group cap. 426 614 279 614 272 970 623 997 /c ratio 0.04 0.51 0.40 0.19 0.05 0.23 0.11 0.64 reen ratio 0.33 0.33 0.33 0.33 0.53 0.53 0.53 0.53 Unif. delay d1 16.0 19.0 18.2 16.8 8.0 8.8 8.3 11.8 Delay factor k 0.11 0.12 0.11 0.11 0.11 0.11 0.11 0.22 Increm. delay d2 0.0 0.7 0.9 0.2 0.1 0.1 0.1 1.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 ontrol delay 16.1 19.7 19.1 17.0 8.1 9.0 8.3 13.2 Lane group LOS 8 8 B 8 A A A B perch. delay 19.5 18.0 8.9 12.7 pproach LOS 8 B A B Intersec. delay 14.4 Intersection LOS 8 HCS2000~M Copyright ®2000 University of Flooda, All R~ghls Aeservea 66 ,.. ,,.. ~.~ ..i..n__~ninnn_.._____~._,...__trt_,...1°%'1110..~~:....,.\T,,.....\~'1LA'1C ~..... oiai~nlra 1 Short Report Page 1 of 1 SHORT KtYVKr General Information ite Information JTR Intersection 131st Street & Towne Road nalyst gency or Co. A&F Engineering rea Type All other areas l Date Performed 4/9/03 urisdiction nalysis Year Carme Existing+Yr 2013+Proposed ime Period PM Peak Volume and Timin In ut NB SB EB WB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 L TR L TR L 7R L TR Lane group 48 168 23 61 246 57 37 397 63 31 166 32 olume v h 0 0 0 0 0 0 0 0 0 0 0 0 Heav veh 90 0 90 0 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF . A . A A A A A A A A A A A ctuated P/A 2 0 2 0 2 0 2 0 2.0 2.0 2.0 2.0 . . Startu lost time . 2 0 . 2 0 2.0 2.0 2.0 2.0 3 2.0 Ext. eff. reen . . 3 3 rrival e 3 3 0 3 0 3 3.0 3.0 3.0 3.0 3.0 3.0 Unit Extension . . 14 0 16 0 8 Ped/Bike/RTOR Volume 0 6 0 0 12 0 12 12 0 12.0 Lane Width 12.0 12.0 12.0 12.0 . . . Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr 0 0 0 0 Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasin EW Perm 02 03 04 NS Perm 06 07 08 G G= 23 0 G= G= G= G= 37.0 G= G= _ . iming Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= C cIe Len th C = 70.0 Duration of Anal sis hrs = 0.25 Lane Grou Ca aci ,Control Dela ,and LOS Determination EB WB NB sB dj. flow rate 53 206 68 321 41 493 34 211 Lane group cap. 273 616 374 610 628 988 387 985 /c ratio 0.19 0.33 0.18 0.53 0.07 0.50 0.09 0.21 reen ratio 0.33 0.33 0.33 0.33 0:53 0.53 0.53 0.53 Unif. delay d1 16.9 17.7 16.8 19.1 8.1 10.6 8.2 8.8 Delay factor k 0.11 0.11 0.11 0.13 0.11 0.11 0.11 0.11 Increm. delay d2 0.3 0.3 0.2 0.9 0.0 0.4 0.1 0.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 ontrot delay 17.2 18.0 17.0 19.9 8.1 11.0 8.3 8.9 Lane group LOS B 8 8 8 A B A A PPrch. delay 17.9 19.4 10.7 8.8 pproach LOS B B B A Intersec. delay _ 14.1 Intersection LOS B v>.~:..e d 1 r HCS1000~M Copyright ®2000 Univers~ry of Flonaa, nu rc~gms nex~.~~ 67 __ .._.~ ,,,.,,,__~°.~,.~..,:....~~:.o.,r.Pty„gal°/~(1cPrfinos\Temo\s2k41A.tmp 9/4/2003 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS 136TH STREET & TOWNE ROAD INTERSECTION DATA- TRAFFIC VOLUME COUNTS ' AND CAPACITY ANALYSES 1 ss 1 1 1 1 1 CLIENT LOCATION DATE NORTHBOUND SOUTHBOUND WESTBOUND A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY WEST CLAY 136TH STREET & TOWNS ROAD (06) JANUARY 10, 2002 PEAK HOUR DATA AM PEAK ~ OFF PEAK ~ PM PEAK HR BEGIN 7: 00 AM I ~ HR BEGIN 4:45 PM L ~ T R TOT ~ L i T R TOT I i L T R TOT i 105 23 128 ~ ~ 270 124 394 6 385 391 ~ ~ 5 133 138 126 6 132 ~ ~ 35 16 51 HOUR SUMMARY HOUR NB SB NB+SB WB TOTAL AM 6- 7 36 134 170 49 219 7- 8 128 391 519 132, 651 8- 9 82 202 284 58 342 - PM - 3- 4 175 101 276 57 333 4- 5 .273 120 393 45 438 5- 6 383 108 491 36 527 TOTAL 1077 1056 2133 42.90 42.10 85.0% - AM PEAK VOLUMES - 15-MIN 49 125 HOUR 135 391 PHF 0.69 0.78 - PM PEAK VOLUMES - 15-MIN 138 46 HOUR 394 146 PHF 0.71 0.79 377 2510 15.0°s 100.00 40 132 0.83 20 66 0.83 69 t 1 1 1 A & F ENGINEERING CO., INC_ TRAFFIC VOLUME SUMMARY CLIENT WEST CLAY LOCATION 136TH STREET & TOWNE ROAD (06) DATE JANUARY Z0, 2002 DIRECTION OF TRAVEL NORTHBOUND HOUR LEFT PASS TRUCK BOTH PASS THRU TRUCK BOTH RIGHT PASS TRUCK BOTH TOTAL PASS TRUCK BOTH AM 6- 7 23 1 24 11 1 12 34 2 36 7- 8 103 Z 105 22 1 23 125 3 128 8- 9 SO 5 55 25 2 27 75 7 82 PM 3- 4 130 12 142 31 2 33 161 14 175 4- 5 211 11 222 50 1 51 261 12 273 5- 6 246 3 249 133 1 134 379 4 383 PASSENGER 763 272 1035 95.70 97.10 96.10 TRUCK 34 8 42 4.30 2.90 3.90 BOTH 797 280 1077 74.Oo 26.Oo 100.0% DIRECTION OF TRAVEL SOUTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH RIGHT PASS TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 1 0 1 132 1 133 133 1 134 7- 8 6 0 6 379 6 385 38S 6 391 8- 9 3 0 3 194 5 199 197 5 202 PM 3- 4 9 0 9 84 8 92 93 8 IOI 4- 5 3 0 3 111 6 117 114 6 120 5- 6 5 0 5 102 1 103 107 1 108 PASSENGER 27 1002 1029 100.00 97.40 97.4% TRUCK 0 27 27 0.0% 2.60 2.60 BOTH 27 1029 1056 2.60 97.40 100.00 70 1 1 1 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT WEST CLAY LOCATION 136TH STREET & TOWNE ROAD (06) DATE JANUARY 10, 2002 DIRECTION OF TRAVEL WESTBOUND HOUR PASS LEFT TRUCK BOTH THRU PASS TRUCK BOTH RIGHT PASS TRUCK BOTH TOTAL PASS TRUCK BOTH AM 6- 7 44 2 46 3 0 3 47 2 49 7- 8 124 2 126 5 1 6 129 3 132 8- 9 55 2 57 1 0 1 56 2 58 PM 3- 4 44 4 48 8 1 9 52 5 57 4- 5 33 2 35 10 0 10 43 2 45 5- 6 25 0 25 11 0 11 36 0 36 PASSENGER 325 38 363 96.40 95.0% 96.30 TRUCK 12 2 14 3.60 5.0$ 3.7$ BOTH 337 40 377 89.4e 10.60 100.0% 71 1 1 1 Page 1 of 1 T __ ..,_. ~.,... ~,..,,r„i 72 ~, ,,,,.,T._~,_._~,....oi~n.,.,,t°/~nCPrtin+?s\ireneel\Local%20Settings\Temp\u2k3Al.tmp 9/4/2003 ~ Version 4.Ic HCS2000T''I Copyright ®2000 University o(Florida, All Rights Reserved 1 1 1 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 PM Peak Intersection urisdiction nalysis Year 136th Streef & Towne Road Carmel Existing Pro ect Descri lion Pittman Partners East/West Street: 136th Street NorthlSouth Street: Towne Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma"or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 276 127 5 136 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 306 141 5 151 0 Percent Heavy Vehicles 0 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration TR LT U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 36 0 16 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 40 0 17 0 0 0 Percent Heavy Vehicles 5 0 5 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 5 57 C (m) (vph) 1098 538 lc 0.00 0.11 95% queue length 0.01 0.35 ontrol Delay 8.3 12.5 LOS A 8 pproach Delay - -- 12.5 pproach LOS -- - B HCS2000TM Copyright ®2000 UniveTSiry of Florida, All Rights Reserved 73 .._._ ..... .. ... r...... , nr _\ninnP .. \T_~_1..M.'fAII 1«.~. verson a. is nin i~nnz 1 1 t 1 1 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information 136th Street & Towne nalyst JTR Intersection Road gency/Co. A&F Engineering urisdiction Carmel Date Performed 9/4/03 nalysis Year Existing+201 3+Generated nalysis Time Period AM Peak Pro'ect Descri lion Pittman Partners North/South Street: Towne Road East/West Street: 136th Street Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes an d Ad'ustments Ma'or Street Northbound southbound 6 Movement 1 2 3 4 L 5 T R L T R olume 12 153 44 19 0 90 506 90 0 3 0.90 Peak-Hour Factor, PHF 0.90 0.90 . 0.90 . 3 Hourly Flow Rate, HFR 13 170 48 21 562 Percent Heavy Vehicles 5 - - 5 Median Type Undivided RT Channelized 0 0 0 Lanes 0 1 0 0 1 onfiguration LTR LTR 0 U stream Si nal 0 Minor Street Westbound Eastbound 12 Movement 7 8 9 10 11 T R L T R L olume 170 55 90 0 11 90 0 9 0.90 164 0.90 37 0.90 Peak-Hour Factor, PHF 0.90 . . 182 41 Hourly Flow Rate, HFR 188 61 12 10 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 onfiguration LTR LTR Dela Queue Len th and Level of Service Ea stbou nd pproach NB SB Westbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 13 21 261 233 C (m)(vph) 992 1334 130 303 lc 0.01 0.02 2.01 0.77 5%queuelength 0.04 0.05 21.03_ 5.95 Control Delay 8.7 7.7 535.9 47.4 LOS A A F E pproach Delay -- - 535.9 47.4 pproach LOS - -- F E NCS2000~'~ Copyright ®2000 University of Florida, All Rights Reserved 74 _. ..~.~ ~,~„__~°i~na~..:..,,,.u.o..,.ot\Tnrat~/~OSettinns\Temu\u2k3A4.tmp Version 4.1 c 9/4/2003 1 1 1 Two-Way Stop Control Page 1 of l TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 PM Peak Intersection urisdiction nalysis Year 136th Street & Towne Road Carmel Existing+Yr 2013+Generated Pro ect Descri lion Pittman Partners East/West Street: 136th Street North/South Street: Towne Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 42 347 159 14 177 10 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 46 385 176 15 196 11 Percent Heavy Vehicles 0 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 53 187 33 6 105 23 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 58 207 36 6 116 25 Percent Heavy Vehicles 5 0 5 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela Queue Len th, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 46 15 301 147 C (m)(vph) 1376 995 272 280 /c 0.03 0.02 1.11 0.52 95% queue length 0.10 0.05 12.59 2.83 Control Delay 7.7 8.7 126.9 31.2 LOS A A F D pproach Delay - - 126.9 31.2 pproach LOS - - F D HCS2000rM Copyright ®2000 University of Ronda, All Rights Reserved 75 _. .~. .. ... .. .......... ... .. n. ._mi ni.n ~~r_ ~._~t.oni .___ Version 4.1 c nin nnn~ 1 1 1 1 All-Way Stop Control Page 1 of 1 ALL-WAY STOP CONTROL ANALYSIS General Information ite Information TR Intersection 136th Street 8 Towne Road nal st /C 8F Engineering uristliction Carmel o. gency f d D P 9/4/03 nal sis Year xisN2013+Gen with Ext er orme ale nal sis Time Period MPeak Pro ect ID Pittman Partners EastNVest Street: 136th Street North/South Street: Towne Road oiume Ad'ustments and Site Characteristics roach Eastbound Westbound ovement L T R L T R oiume 9 164 37 170 55 11 Thrus Lett Lane 50 50 proach Northbound Southbound ovement L T R L T R oiume 12 153 44 19 506 3 Thrus Len Lane 50 50 Eastbountl Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 onnguration L TR L TR L TR L TR PHF 0.90 1.00 0.90 1.00 0.90 1.00 0.90 1.00 Flow Rate 10 201 188 66 13 197 21 509 Heavy vehicles 5 0 5 0 5 0 5 0 No. Lanes 2 2 2 2 eometry Group 5 5 5 5 Duration, T 0.25 aturation Headwa Ad'ustment Worksheet Prop. Len-Turns 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 Prop. Right-Turns 0.0 0.2 0.0 0.2 0.0 0.2 0.0 0.0 Prop. Heavy vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LT-adj 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 RT-adj -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 Hv-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 7.89 7.89 7.89 7.89 7.89 7.89 7.89 7.89 De arture Headwa and Service Time d, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 initial 0.01 0.18 0.17 0.06 0.01 0.18 0.02 0.45 d,finai value 789 789 7.89 7.89 7.89 7.89 7.89 7.89 anal value 0.02 0.40 0.41 0.13 0.03 0.37 0.04 0.91 ove-up time, m 2.3 2.3 2.3 2.3 ervice Time 5.6 4.9 5.6 4.9 5.6 4.9 5.6 4.9 Ca aci and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 apacity 260 451 438 316 263 447 271 555 Delay 10.77 14.60 15.73 10.85 10.50 13.59 10.03 44.31 Los B B C 8 8 8 B E pproach: Delay 14.42 14.46 13.40 42.95 Los B B B E Intersection Delay 26.80 Intersection LOS ~ HCS2p00iM Copyright ®2000 University of Florida, All Rights Reserved 76 V erS~Om 4.I C !1/A /~lll/r~1 1 1 1 All-Wav Ston Control Page 1 of 1 ALL-WAY STOP CONTROL ANALYSIS General Information ite Information Intersection - 136[h Street & Towne Road nal st TR urisdiction Carmel gen /Co. gF En meenn g g /4/03 nal sis Year xist+Yr 2013+Gen with Ext Date Performed 9 nal sis Time Period M Peak Pro'ect ID Pittman Partners EasVWest Street: 136th Street oANSouth Street: Towne Road olume Ad'ustments and Site Characteristics roach Eastbound Westbound R Movement L 6 T 105 R 23 L 53 T 187 33 oiume /oThms Lefl lane 50 50 roach Northbound Southbound R ovement L 42 T 347 R 159 L 14 T 177 10 otume Thrus Lefl Lane 50 ~ 50 Eastbound Westbound Northbound Southbound L1 L2 L7 L2 L1 L2 L1 L2 onfiguration L TR L TR L TR L TR 00 90 1 0 0.90 1.00 0.90 1.00 0.90 1.00 PHF . . 6 128 58 220 46 506 15 187 low Rate hi l 5 0 5 0 5 0 5 0 c es Heavy ve 2 o. Lanes 2 2 2 5 eometry Group 5 5 5 Duration, T 0.25 aturation Headwa Ad"ustment Worksheet rop. Lefl-TUms 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 Prop. Right-Turns 0.0 0.2 0.0 0.2 0.0 0.3 0.0 0.1 Prop. Heavy vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LT-adj 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 RT-adj -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 H V-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, wmputed 7.74 7.74 7.74 7.74 7.74 7.74 7.74 7.74 De arture Headwa and Service Time initialvaiue d 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 , initial 0.01 0.11 0.05 0.20 0.04 0.45 0.01 0.17 . final value d 7.74 7.74 7.74 7.74 7.74 7.74 7.74 7.74 , goal value 0.01 0.25 0.12 0.41 0.09 0.83 0.03 0.34 , ove-up time, m 2.3 2.3 2.3 4 7 4 5 2.3 7 4 ervice Time 5.4 4.7 5.4 4.7 5.4 . . . Ca aci and Level of Service Eastbountl Westbound Northbound Southbound L7 L2 L1 L2 L1 L2 L1 L2 parity 256 378 308 470 296 600 265 437 Delay 10.54 12.05 11.16 14.14 10.07 31.43 10.15 12.71 Los B 8 8 B 8 D B 8 pproach: Delay 11.98 13.52 29.65 12.52 Los 8 B D B Intersection Delay 20.81 Intersection LOS C IiCS1000TM Copyright ®2000 University of h ionaa, Au rc~gncs rceserveu _. ,.~.~ ,,,..,.__~~.~~~_..:__..~:_.._,.,.nr,.771oi~ncorf;.,wiTPmn\n~k~RFtmn 9/4/203 1 1 1 1 PFITMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS 141ST STREET & TOwNE ROAD INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES ~s 1 1 t 1 1 t CLIENT LOCATION DATE NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY : WEST CLAY 141ST STREET & TOWNE ROAD (07) JANUARY 8, 2002 PEAK HOUR DATA AM PEAK I OFF PEAK I PM PEAK HR BEGIN 7:00 AM I I HR BEGIN 9:45 PM L i T R TOT I L i T R TOT ~ i L T R TOT i 1 69 12 82 I I 7 280 29 316 1 4 4 9 I I 4 33 4 41 0 342 D 342 I ~ 4 95 1 100 ~ 45 44 4 93 ~ ~ 13 7 1 21 ~ HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL - AM - 6- 7 38 145 183 7 32 39 222 7- 8 82 342 424 9 93 102 526 8- 9 79 205 284 13 42 55 339 - PM - 3- 4 139 79 218 14 23 37 255 4- 5 258 85 343 27 23 50 393 5- 6 277 88 365 45 23 68 433 TOTAL 873 944 1817 115 40.30 43.5°s 83.80 5.3°s - AM PEAK VOLUMES - 15-MIN 33 96 5 HOUR 102 342 13 P11F 0.77 0.89 0.65 - PM PEAK VOLUMES - 15-MIN 90 33 18 HOUR 321 100 45 PHF 0.89 0.76 0.63 236 10.90 29 93 0.80 9 27 0.75 351 2168 16.20 100.00 79 1 1 1 1 1 1 1 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT WEST CLAY LOCATION 141ST STREET & TOWNS ROAD (07} DATE JANUARY 8, 2002 DIRECTION OF TRAVEL NORTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH RIGHT PASS TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 0 0 ' 0 37 0 37 1 0 1 38 0 38 7- 8 l 0 1 66 3 69 11 1 12 78 4 82 8- 9 3 0 3 61 7 68 7 1 8 71 8 79 PM 3- 4 3 0 3 107 17 124 11 1 12 121 18 139 4- 5 9 0 9 213 15 228 21 0 21 243 15 258 5- 6 4 0 4 232 16 248 25 0 25 261 16 277 PASSENGER 20 716 76 812 100.0% 92.So 96.20 93.0% TRUCK 0 58 3 61 0.0°s 7.So 3.80 7.0°s BOTH 20 774 79 873 2.30 88.70 9.Oo 100.00 DIRECTION OF TRAVEL EASTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH RIGHT PASS TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 1 1 2 4 1 5 0 0 0 5 2 7 7- 8 1 0 1 3 1 4 4 0 4 8 1 9 8- 9 0 1 1 7 1 8 4 0 4 11 2 13 PM 3- 4 0 1 1 9 2 11 2 0 2 11 3 14 4- 5 1 0 1 26 0 26 0 0 0 27 0 27 5- 6 5 0 5 34 1 35 5 0 5 44 1 45 PASSENGER 8 83 15 106 72.70. 93.30 100.00 92.2% TRUCK 3 6 0 9 27.30 6.7o O.Oo 7.8°s BOTH 11 89 15 115 9.60 77.40 13.Oo 100.00 80 1 1 1 1 1 1 1 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT : WEST CLAY LOCATION 141ST STREET & TOWNE ROAD (07) DATE JANUARY 8, 2002 DIRECTION OF TRAVEL SOUTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 2 0 2 139 3 142 1 0 1 I42 3 145 7- 8 0 0 0 341 1 342 0 0 0 341 1 342 8- 9 1 1 2 189 12 201 2 0 2 192 13 205 PM 3- 4 0 0 0 63 15 78 0 1 1 63 16 79 4- 5 3 0 3 69 12 81 1 0 1 73 12 85 5- 6 3 0 3 73 12 85 0 0 0 76 12 88 PASSENGER 9 874 4 887 90.Oo 94.10 80.Oo 94.Oo TRUCK 1 55 1 57 10.00 5.9e 20.Oo 6.Oo BOTH 10 929 5 944 1.1°s 98.40 O.So 100.00 DIRECTION OF TRAVEL WESTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 14 0 14 15 2 17 1 0 1 30 2 32 7- 8 45 0 45 43 1 44 4 0 4 92 1 93 8- 9 22 1 23 17 2 19 0 0 0 39 3 42 PM 3- 4 15 1 16 5 2 7 0 0 0 20 3 23 4- 5 13 1 14 7 0 7 2 0 2 22 1 23 5- 6 12 0 12 9 1 10 1 0 1 22 1 23 PASSENGER 121 96 8 225 97.60 92.30 100.00 95.3% TRUCK 3 8 0 11 2.40 7.7°s 0.0°s 4.70 BOTH 124 104 8 236 52_So 44.10 3.4°s 100.00 81 1 1 1 i Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 AM Peak Intersection urisdiction nalysis Year 141st Street 8 Towne Road Carmel Existing Pro ect Descri lion Pittman Partners East/West Street: 141st Street North/South Street: Towne Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 1 70 12 1 349 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 77 13 1 387 1 Percent Heavy Vehicles 5 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration LTR LTR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 46 45 4 1 4 4 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 51 50 4 1 4 4 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N forage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 1 105 9 (m)(vph) 1154 1486 492 537 lc 0.00 0.00 0.21 0.02 5% queue length 0.00 0.00 0.80 0.05 Control Delay 8.1 7.4 14.3 11.8 LOS A A B B pproach Delay - - 14.3 11.8 pproach LOS - - B 6 liCS2000rM Copyright ®2000 University of Florida, All Rights Reserved 82 ~. ,.~,.. ,.~..,. ,~.nnn_..._-"°---__nr~,...toi ~nc~.r;.,..~l Tom.„..\..74Zr'7 rmn Version 4.1 c 9/a/zone 1 1 1 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 PM Peak Intersection urisdiction nalysis Year 141st Street & Towne Road Carmel Existing Pro ect Descri lion Pittman Partners East/West Street: 141st Street Intersection Orientation: North-South North/South Street: Towne Road tud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 7 286 30 4 97 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 7 317 33 4 107 1 Percent Heavy Vehicles 5 - - 5 - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration LTR LTR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 13 7 1 4 34 4 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 14 7 1 4 37 4 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N forage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 7 4 22 45 C (m) (vph) 1464 1192 471 499 Ic 0.00 0.00 0.05 0.09 95% queue length 0.01 0.01 0.15 0.30 Control Delay 7.5 8.0 13.0 12.9 LOS A A 8 l3 pproach Delay -- - 13.0 12.9 pproach LOS - - 6 !3 HCSZOOOTM Copyright ®2000 University of Florida, Att Rights Reserved 83 ~. ,,..,_. ,,.~n_.. ,,,..,~~-...---`:___,.~nr ,.,.,.loL~nc,,,.:..,.~~TPm„ ~„~L1r`R imn v ernon w. w 4/al~nn~ 1 1 1 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Pertormed nalysis Time Period JTR A&F Engineering 9/4/03 AM Peak Intersection urisdiction nalysis Year 141st Street & Towne Road Carmel Existing+2013+Generated Pro'ect Descri lion Pittman Partners East/West Street: 141st Street North/South Street: Towne Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad"ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 1 114 19 1 446 3 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 126 21 1 495 3 Percent Heavy Vehicles 5 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 60 55 5 11 8 5 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 66 61 5 12 8 5 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Dela Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR (vph) 1 1 66 66 12 13 (m)(vph) 1051 1417 372 408 321 439 /c 0.00 0.00 0.18 0.16 0.04 0.03 5% queue length 0.00 0.00 0.64 0.57 0.12 0.09 ontrol Delay 8.4 7.5 16.8 15.5 16.7 13.5 LOS A A C C C B pproach Delay -- -- 16.1 15.0- pproach LOS -- - C 8 HC52000TM C°DYrigM ®2000 University of Florida, All Rights Reserved 64 ,-. ,,,".~ ~.~~_. ,~.nno _..: ____~:_____t~r _..,.loi ~nc~«.......\Te....d,.7L2r`G r,.,,, version a. oiai~nn~ 1 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 PM Peak Intersection urisdiction nalysis Year 141st Street & Towne Road Carmel Existing+yr 2013+Generated Pro'ect Descri lion Pittman Partners East/West Street: 141st Street North/South Street: Towne Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'orStreet Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 8 357 38 4 137 12 Peak-Hour Factor, PHF 0.90 0.90 0.90. 0.90 0.90 0.90 Hourly Flow Rate, HFR 8 396 42 4 152 13 Percent Heavy Vehicles 5 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 20 11 1 11 43 5 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 22 12 1 12 47 5 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N forage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 onfiguration L TR L TR Dela ,Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR (vph) 8 4 22 13 12 52 (m)(vph) 1395 1106 353 414 392 418 lc 0.01 0.00 0.06 0.03 0.03 0.12 5% queue length 0.02 0.01 0.20 0.10 0.09 0.42 ontrol Delay 76 8.3 15.9 14.0 14.5 14.8 LOS A A C B 8 B pproach Delay - -- 15.2 14.8 pproach LOS - -- C 8 HC52000TM Copyright ®2000 University oC Flonde, All Rights Reserved 85 .-. iri. ..~ __..._nin.._.. ~ni~nc._..t___i:____,.nr,.,._mi ~ncss:..,._,.\To.....\..7L'I r`R t.,+.+ Version 4.1 c O/d /')rlf)Z 1 1 PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS 1 146TH STREET & TOWNE ROAD INTERSECTION DATA ' TRAFFIC VOLUME COUNTS AND ' CAPACITY ANALYSES ss CLIENT LOCATION DATE NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY : WEST CLAY 146TH STREET & TOWNE ROAD (OS) JANUARY 8. 2002 PEAK HOUR DATA AM PEAK I OFF PEAK ~ PM PEAK HR BEGIN 7:00 AM I ~ HR BEGIN 5:00 PM L ~ T R TOT I L i T R TOT I i L T R TOT i 11 42 36 89 I I 30 118 101 249 7 77 43 127 ~ ~ I 33 225 16 274 3 158 32 193 ~ ~ 3 49 12 64 1166 186 1 353 I I 40 96 2 138 I HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL - AM - 6- 7 32 106 138 39 147 186 324 7- 8 89 193 282 127 353 480 762 8- 9 75 109 184 86 163 249 433 - PM - 3- 4 100 44 144 106 123 229 373 4- 5 202 43 245 148 119 267 512 5- 6 249 64 313 274 138 412 725 TOTAL 747 559 1306 780 23.9°s 17.90 41.70 24.90 - AM PEAK VOLUMES - 15-MIN 31 55 45 HOUR 97 193 129 PHF 0.78 0.88 0.72 - PM PEAK VOLUMES - 15-MIN 70- 22 71 HOUR 258 65 274 PHF 0.92 0.74 0.96 1043 33.30 107 353 0.82 36 139 0.97 1823 3129 58.3°s 100.00 87 1 1 1 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT WEST CLAY LOCATION 146TH STREET & TOWNE ROAD (08} DATE JANUARY 8, 2002 DIRECTION OF TRAVEL NORTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 9 0 9 13 1 14 8 1 9 30 2 32 7- 8 11 0 11 42 0 42 33 3 36 86 3 89 8- 9 9 1 10 31 1 32 32 1 33 72 3 75 PM 3- 4 11 1 12 48 5 53 32 3 35 91 9 100 4- 5 27 1 28 96 3 99 73 2 75 196 6 202 5- 6 30 0 30 116 2 118 97 4 101 243 6 249 PASSENGER 97 346 275 718 97.Oe 96.6% 95.2% 96.10 TRUCK 3 12 14 29 3.0°s 3.40 4.80 3.90 BOTH 100 358 289 747 13.40 47.90 38.7% 100.0% DIRECTION OF TRAVEL EASTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 2 0 2 28 0 28 9 0 9 39 0 39 7- 8 7 0 7 68 9 77 39 4 43 114 13 127 8- 9 4 1 5 59 8 67 14 0 14 77 9 86 PM 3- 4 9 2 11 81 9 90 5 0 5 95 11 106 4- 5 20 0 20 113 6 119 9 0 9 142 6 148 5- 6 32 1 33 224 1 225 16 0 16 272 2 274 PASSENGER 74 573 92 739 94.90 94.60 95.8% 94.70 TRUCK 4 33 4 41 S.lo 5.40 4.20 5.3% BOTH 78 606 96 780 10.00 77.70 12.3a 100.00 88 1 1 1 1 1 t 1 CLIENT LOCATION DATE DIRECTION OF TRAVEL A & F ENGINEERING CO., INC. 'TRAFFIC VOLUME SUMMARY WEST CLAY 146TH STREET & TOWNE ROAD (08) JANUARY 8, 2002 SOUTHBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 3 0 3 89 1 90 13 0 13 105 1 106 7- 8 3 0 3 153 5 158 32 0 32 188 5 193 8- 9 2 0 2 75 11 86 20 1 21 97. 12 109 PM 3- 4 0 0 0 34 2 36 8 0 8 42 2 44 4- 5 0 0 0 38 0 38 4 1 5 42 1 43 5- 6 2 1 3 48 1 49 12 0 12 62 2 64 PASSENGER 10 437 89 536 90.90 95.6% 97.80 95.90 TRUCK 1 20 2 23 9.10 4.40 2.20 4.1% BOTH 11 457 91 559 2.Oo 81.8% 16.3% 100.00 DIRECTION OF TRAVEL WESTBOUND HOUR PASS LEFT TRUCK BOTH PASS THRU TRUCK BOTH PASS RIGHT TRUCK BOTH PASS TOTAL TRUCK BOTH AM 6- 7 46 0 46 100 1 101 0 0 0 146 1 147 7- 8 162 9 166 182 4 186 1 0 1 345 8 353 8- 9 49 4 53 101 7 108 2 0 2 152 11 163 PM 3- 4 24 6 30 85 4 89 4 0 4 113 10 123 4- 5 23 0 23 90 5 95 1 0 1 114 5 119 5- 6 36 9 40 92 9 96 2 0 2 130 8 138 PASSENGER 340 650 10 1000 95.0°s 96.3% 100.00 95.9% TRUCK 18 25 0 43 5.0°s 3.7% 0.0% 4.1% BOTH 358 675 10 1043 34.3% 64.70 1.00 100.0% 89 1 t All-Wav Ston Control Page 1 of 1 ALL-WAY STOP CONTROL ANALYSIS General Information ite Information nal st gency/Co. Date Pertormed TR 8F Engineering 9/4/03 Intersection 146th Street B Towne Road Camrel uristliction nal sis Vear xistin nal sis Time Period M Peak ro ecl ID Pittman Partners EasUWest Street: 146th Street NoM/South Street: Towne Road olume Ad'ustments and Site Characteristics roach Eastbound Westbound ovement L T R L T R olume 7 79 44 170 190 1 Thrus Lefl Lane 50 50 proach ovement olume Northbound L T R 11 43 37 Southbound L T R 3 161 33 /oThrus Left Lane 50 50 Eastbountl Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 onfiguration PHE LTR 0.90 LTR 0.90 LTR 0.90 LTR 0.90 low Rate 142 400 100 217 Heavy VehiGes 5 5 5 5 No. Lanes 1 1 1 1 eometry Group 1 1 1 1 Duration, T 0.25 aturation Headwa Ad"ustment Worksheet Prop. Left-Tums 0.0 0.5 0.1 0.0 Prop. Right-Tums 0.3 0.0 0.4 0.2 rop. Heavy vehiGe 0.0 0.0 0.0 0.0 LT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 RT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 Hv-adi 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 5.34 5.34 5.34 5.34 De arture Headwa and Service Time d, initial value 3.20 3.20 3.20 3.20 initial 0.13 0.36 0.09 0.19 d, foal value 5.34 5.34 5.34 5.34 final value 0.21 0.58 0.16 0.33 , ove-up time, m 2.0 ~ 2.0 2.0 2.0 ervice Time 3.3 3.3 3.3 3.3 Ca aci and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L7 L2 apaciry 392 650 350 467 Delay 9.77 15.21 9.70 11.30 Los A C A 9 proach: Delay 9.77 15.21 9.70 11.30 Los A C A B Intersection Delay 12.68 Intersection LOS 6 HCSIOOOTht Copyright ®2000 Umversry of rmnoa, r~u rc~gnrs neservcu so r.. nn~r.___.___-.._ninn__,lo/'2no,.~~:...+~1:.o...,n1\Tnralo/7/TC?itinac~TP.1T11~1171[~~'F.tll]D 9/4/2003 1 1 1 1 All-Way Stop Control Page 1 of 1 ALL-WAY STOP CONTROL ANALYSIS General Information nal st TR ite Information Intersection 146th Street 8 Towne Road ineering &F En uristliclion Carmel gency/Co. g 9/4N3 nal sis Year xisting Date Pedormetl nal sis Time Period M Peak Pro ect ID Pittman Partners asWVest Street: 146th Street odh/South Street: Towne Road olume Ad'ustments and Site Characteristics roach Eastbound Westbound ovement L T R L T R oiume 34 230 16 41 98 2 /oThrus Left Lane 50 50 pproach Movement Northbound L T R Soulhbountl L T R owme 31 120 103 3 50 12 /oThms LeR Lane 50 50 Eastbound Weslbountl Northbound Southboun0 L1 L2 Lt L2 Lt l2 L1 L2 onfiguration LTR LTR LTR LTR PHF 0.90 0.90 0.90 0.90 Flow Rate 309 155 281 71 /Heavy Vehicles 5 5 5 5 No. Lanes '1 1 1 1 eometry Group 1 1 1 1 Duration, T 0.25 aturation Headwa Ad"ustment Worksheet Prop. LeR-Turns 0.1 0.3 0.1 0.0 Prop. Right-Turns 0.1 0.0 0.4 0.2 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 LT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 RT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 HV-adl 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, wmputed 5.20 5.20 5.20 5.20 De arture Headwa and Service Time d, initial vaWe 3.20 3.20 3.20 3.20 initial 0.27 0.14 0.25 0.06 d, Rnal value 5.20 5.20 5.20 5.20 Rnal value 0.45 0.24 0.40 0.11 Move-up time, m 2.0 2.0 2.0 2.0 ervice lime 3.2 3.2 3.2 3.2 Ca aci and Level o f Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 U L2 L1 L2 apaciry 559 405 531 321 Delay 12.33 10.19 11.58 9 34 Los B 8 8 A pproach: Delay 12.33 10.19 11.58 9.34 LOS B B B A Intersection Delay 11.40 Intersection LOS B HCS1000TM Copyright ®2000 University of Florida, All Rights Reserved 91 ,-. ,,,. ,.~ ,,,,.,.__~~.~..~_...-__`:-___-r~r___toi Inc,...:..,...ri'o.,,..t.,~t,Znn ..».. version r_ro o/n/~nm 1 1 1 1 A]I-Way Stop Control Page 1 of I ALL-WAY STOP CONTROL ANALYSIS General Information nal st TR gent /Co. ~ 8F Engineering Date Performed 9/4/03 ite Information Intersection - 146th Street 8 Towne Road urisdiction Carmel nal sis Year xisting+2013+Generated nal sis Time Periotl M Peak Pro'ect ID Pittman Partners EasWVest Street: 146th Street North/South Street: Towne Road olume Ad'ustments and Site Characteristics roach ovement Eastbound L T R Westbound L T R olume 8 109 53 223 233 1 /oThrus Left lane p roach 50 Northbound 50 Southbound R ovement L T R L T o~ume 13 65 71 4 205 40 Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbountl L1 L2 L1 L2 Lt L2 L1 L2 onflguration PHF L 0.90 TR 1.00 L 0.90 TR 1.00 L 0.90 TR 1.00 L 0.90 TR 1.00 low Rate 8 162 247 234 14 136 4 245 Heavy vehicles 5 0 5 0 5 0 5 0 No. Lanes 2 2 2 2 eometry Group 5 5 5 5 Duration, T 0.25 aturation Headwa Ad'ustment Worksheet Prob. Lefl-Tums 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 Prop. Right-Tums 0.0 0.3 0.0 0.0 0.0 0.5 0.0 0.2 Prop. Heavy vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LT-adj 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 RT-adj -0.7 -0.7. -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 Hv-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 7.01 7.01 7.01 7.01 7.01 7.01 7.01 7.01 De arture Headwa and Service Time d, iriltial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 initial 0.01 0.14 0.22 0.21 0.01 0.12 0.00 0.22 d, final value 7.01 7.01 7.01 7.01 7.01 7.01 7.01 7.01 final value 0.02 0.28 0.45 0.39 0.03 0.24 0.01 0.43 ove-up time, m 2.3 2.3 2.3 2.3 ervice lime 4.7 3.9 4.7 3.9 4.7 3.9 4.7 3.9 a aci and Level of Service Eastbound Westbound Norhbound Southbound L1 L2 Lt L2 L1 L2 Lt L2 apacity 258 412 497 484 264 386 254 495 Delay 9.82 11.27 14.52 12.42 10.16 10.96 9.83 13.87 os A B B 8 B 8 A B pproach: Delay 11.20 13.50 - 10.89 13.81 LOS B B B B Imersection Delay 12.83 Intersection LOS - B fIC.S1000TM Copynghi ®2000 University of Florida, All Rights Reserved 92 ~~ ~~...r____._._._ni~n_-_~nr'll10,.~+:_....\:-o......1\T.,,.~l0/_7(1Catt; n.,c\Tamn\n71r2n1 1mn 9/4/2003 1 1 AlI-Wav Ston Control Page 1 of 1 ALL-WAY STOP CONTROL ANALYSIS General Information nal st TR enc 1Co. 8F Engineering ate Performetl 9/4/03 Site Information Intersection 146th Street 8 Towne Road uristliction Carmel nal sis Year fisting+Yr 2013+Generated nal sis Time Period M Peak Pro ect ID Pittman Partners East/West Street: 146th Street North/South Street: Towne Road olume Ad-ustments and Site Characteristics roach ovemenl olume Eastbound L T R 41 285 19 Westbound L T R 72 133 2 Thms Left Lane p roach 50 Northbound 50 Southbound R ovemenl olume L 37 T 150 R 138 L 4 T 80 14 /oThms Left Lane 50 50 Eastbound Westbountl Northbound Southbound L1 L2 L1 L2 U L2 Lt L2 onfiguration PHF L 0.90 TR 1.00 L 0.90 TR 1.00 L 0.90 TR 1.00 L 0.90 TR 1.00 Flow Rate 45 304 80 135 41 288 4 94 Heavy vehicles 5 0 5 0 5 0 5 0 No. Lanes 2 2 2 2 eometry Group 5 5 5 5 Duration, T 0.25 aturation Headwa Ad'ustment Workshee t Prop. Left-Turns 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 rop. Right-TUms 0.0 0.1 0.0 0.0 0.0 0.5 0.0 0.1 Prop. Heavy vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LT-atlj 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 RT-adj -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 HV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 6.65 6.65 6.65 6.65 6.65 6.65 6.65 6.65 De arture Headwa and Service Time d, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 initial 0.04 0.27 0.07 0.12 0.04 0.26 0.00 0.08 d, final value 6.65 6.65 6.65 6.65 6.65 6.65 6.65 6.65 final value 0.08 0.51 0.15 0.23 0.08 0.47 0.01 0.17 ove-up time, m 2.3 2.3 2.3 2.3 ervice Time 4.4 3.7 4.4 3.7 4.4 3.7 4.4 3.7 a aci and Level of Service ' Eastbound Westbound NoMbound Southbound Lt L2 Lt L2 Lt L2 L7 L2 apacity 295 554 330 385 291 538 254 344 Delay 9.95 14.79 10.75 10.83 10.10 13.77 9.95 10.52 os A B 8 8 B B A B proach: Delay 14.16 10.80 13.32 10.50 Los 8 B B B Intersection Delay 12.79 Intersection LOS B HC52000TM Copyright ~ 2000 Umvervry m Plonaa, nu nigms rceservea 93 ~. .,l. ... ..ni ~.._ ini~nn _..t__,.~:_„___ttr ......to/'tnc e+A.,....\To...n\n7L1Tl74mn 9/4/~(1f1~ PITTMAN PARTNERS TRAFFIC OPERATIONS ANALYSIS 1 ~ 136TH STREET EXTENSION & SHELBOURNE ROAD INTERSECTION DATA CAPACITY ANALYSES 1 1 ~ 94 1 1 1 t Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information nalyst gency/Co. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 AM Peak Intersection urisdiction nalysis Year 136th Street &Shelbourne Road Carmel Existing+Yr 2013+Proposed Pro ect Descri lion Pittman Partners East/West Street: 136th Street North/South Street: Shelbourne Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 9 44 96 10 270 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 10 48 106 11 300 1 Percent Heavy Vehicles 5 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 1 Configuration LT R LT R U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 200 21 28 3 43 10 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 222 23 31 3 47 11 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) 0 0 Flared Approach N N forage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Dela Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT L TR L TR (vph) 10 11 222 54 3 58 (m)(vph) 1243 1408 482 729 461 498 lc 0.01 0.01 0.46 0.07 0.01 0.12 5% queue length 0.02 0.02 2.39 0.24 0.02 0.39 Control Delay 7.9 7.6 18.7 10.3 12.9 13.2 LOS A A C B B 8 pproach Delay -- - 17.1 13.2 pproach LOS -- - C 8 HC52000TM Copyright ~ 2000 University of Florida, All Rights Reserved 95 ,-. ,~.. ,.~ ._~.nn__~n.~nn _..:___IC_____nr __..mi Inc,...:..,_,d'P,.......~..1L2nn ~.,,.. Version 4. I c ofn nnn2 1 1 1 1 1 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst gencytCo. Date Performed nalysis Time Period JTR A&F Engineering 9/4/03 PM Peak Intersection urisdiction nalysis Year 136th Street & She/bourne Road Carmel Existing+Yr 2013+Proposed Pro'ect Descri lion Pittman Partners East/Vllest Street: 136th Street North/South Street: Shelbourne Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 3 304 139 30 62 4 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 3 337 154 33 68 4 Percent Heavy Vehicles 5 - - 5 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 1 Configuration LT R LT R U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 95 51 17 2 37 4 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 105 56 18 2 41 4 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade (%) - 0 0 Flared Approach N N torage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 onfiguration L TR L TR Dela Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT L TR L TR (vph) 3 33 105 74 2 45 (m)(vph) 1509 1057 424 504 356 402 /c 0.00 0.03 0.25 0.15 0.01 0.11 5% queue length 0.01 0.10 0.96 0.51 0.02 0.38 ontrol Delay 7.4 8.5 16.3 13.4 15.2 15.1 LOS A A C 8 C C pproach Delay - - 15.1 15.1 pproach LOS - - C C HCS2000TM Copyright ®2000 University or Florida, All Rights Reservetl 96 ,-. ,,..~~ .-nirvn__~ninnn,.«.___~:-..«,.,,1\T,.,...10%7l1Cor';....c\Tamn\n71r "2F7 }mn 9/4/2(10