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Traffic Study prepared for.• WHISENHUNT INVESTMENTS e �r � / ��—•�19 PETERS & ASSOCIATES ENGINEERS, INC • CIVIL & TRAFFIC ENGINEERING • P.O. BOX 21638 (50 1 ) 225-0500 LITTLE ROCK, ARKANSAS 72221 Kirk Road Chenal Parkway Rahling Road Wellington Hills Road Little Rock, Arkansas ARKANSAS 1 REGISTERED PROFESSIONAL ENGINEER ERNEST J. PETERS .. No. 4682% . .Jl Project No.: P-1180 April 4, 2006 TABLE OF CONTENTS Section Page INTRODUCTION STUDY METHODOLOGY STUDY AREA 1 3 3 EXISTING TRAFFIC CONDITIONS 4 LAND -USE PLAN PROPOSED CHANGES 4 TRIP GENERATION & SITE TRAFFIC PROJECTIONS 5 PROPOSED MASTER STREET PLAN CHANGES 7 CAPACITY AND LEVEL OF SERVICE 7 FINDINGS FIGURES Trip Generation Data Vehicle Turning Movement Count Data Capacity and Level of Service Calculations Proposed Schematic Lane Geometry pe 1 FPETERS & ASSOCIATES YJgiINKBYCf, INC. I 12 13 ref Tr � rrr: sf- Peters & Associates Engineers, Inc. conducted a traffic study for the assessment of an application to the City of Little Rock by the developer for proposed land -use changes to the City Land -Use Plan (LUP) and proposed changes to the Master Street Plan (MSP) in Little Rock, Arkansas. The study area is bound by Rahling Road (to the north) Wellington Village Road (to the east), Pride Valley Drive (to the south) and Rahling Road future ex- tension (to the west). The primary issue of this study is traffic operational conditions for the proposed street net- work changes. Existing PM peak hour traffic volumes were conducted at several intersections within the study area. The existing PM peak hour traffic volumes are shown on Figure 1, "Existing Traffic Volumes - PM Peak Hour." The study area development tracts included in projected traffic conditions are depicted on Figure 2, "Development Tracts." The study has involved preparing estimated projected fu- ture 10 -year traffic volumes to include full build -out devel- opment of undeveloped tracts shown on Figure 2. The City LUP land uses were assumed for each tract except for the tracts included in the LUP Amendment application by the developer and nearby tracts by another developer. Ten-year growth applied to the existing thru traffic vol- umes on Chenal Parkway and on Rahling Road were also included in projected traffic volumes used in analysis of this study. Capacity and level of service (LOS) analysis for projected traffic operations for the worst-case PM peak hour was conducted. The 10 -year full build -out pro- jected PM peak hour traffic volumes are depicted on Fig- ure 3, "Projected Traffic Volumes - PM Peak Hour." The analysis of this study has been conducted for projected traffic conditions for the proposed roadway network (as depicted in the Appendix of this report). PETERS & ASSOCIATES ENGINEERS. INC.1172 Page AgPi This is a report of methodology and findings relating to a traffic engineering study undertaken to: • Evaluate projected traffic conditions to include full build -out of the undeveloped tracts in the study area plus 10 -year background growth at the study intersec- tions. • Identify the effects on traffic operations resulting from existing traffic (plus 10 -year background growth) in combination with full build -out generated traffic asso- ciated with the tracts shown on Figure 2, "Development Tracts." The tracts shown on Figure 2 include proposed LUP changes. • Present findings relative to traffic operations for the proposed street changes and assess developer - proposed changes to the Master Street Plan. In the following sections of this report there are presented traffic data, study methods and findings relating to this traffic engineering investigation. The traffic engineering study is technical in nature. Analysis techniques em- ployed are those most commonly used in the traffic engi- neering profession for traffic impact analysis. Certain data and calculations relative to traffic operational analy- sis are referenced in the report. Complete calculations and data are included in the Appendix of the report. FIJIPETERS & ASSOCIATES ENGINEERS, INC. nagf'i 2 r err=,�IG�,,:{rr� The basic methodology used in this study is one of sys- tematically examining, through the use of detailed traffic volume data, lane geometry and traffic control, the pro- jected traffic operating characteristics at the study inter- sections. Undeveloped tracts in the study area were identified and examined relative to their future use consis- tent with the City LUP, except for the tracts included in the application to the City of Little Rock by the developer (and another developer who has made a LUP change ap- plication) for proposed land—use changes. Boundaries of individual undeveloped tracts were identified, trip - generation rates relative to these future land uses se- lected and calculations made for the traffic impact associ- ated with these parcels. For each of these undeveloped tracts, trip -generation rates were selected, consistent with likely future land use, and calculations were made of in- bound and outbound PM peak hour traffic volumes asso- ciated with each of the tracts. Detailed information rela- tive to the specific trip -generation values used for each of the several uses is shown in more detail in a subsequent section of this report. Estimates were made of future traffic for full build -out of the study area plus a ten-year background growth. The projected traffic volumes were used to analyze traffic op- erating conditions projected to occur at full development of the study area during the PM peak hour. The study area is in the vicinity of the Chenal Parkway corridor and is generally bound by Rahling Road (to the north) Wellington Village Road (to the east), Pride Valley Drive (to the south) and Rahling Road future extension (to the west). The study area is shown on Figures 2 and 3. PETERS& ASSOCIATES '} ENGINEER3 S, INC. Page Traffic count data collected as a part of this study in- cludes PM peak hour vehicle turning movement counts at the following intersections: • Chenal Parkway and Rahling Road • Chenal Parkway and LaGrande Drive / Arkansas Sys- tems Drive • Chenal Parkway and Kanis Road (West) • Chenal Parkway and Kirk Road • Chenal Parkway and Kanis Road (East) ■ Chenal Parkway and Wellington Hills Road • Wellington Hills Road and Wellington Village Road • Rahling Road and Champlin Drive. The PM peak hour vehicle turning movement counts made as a part of this study are shown on Figure 1, "Existing Traffic Volumes - PM Peak Hour." These PM peak hour turning movement counts are presented in de- tail in the Appendix of this report. As a part of this study, the City of Little Rock LUP was used for undeveloped tracts shown on Figure 2, "Development Tracts." The proposed changes to some of the tracts on the LUP are shown on Figure 2 where appli- cable. Tracts with proposed changes to the LUP are as follows: • Tract 1 - Church (from multi -family, single-family and low density residential) ■ Tract 2 - Multi -Use Office / Commercial (from office) • Tract 15 - Commercial (from multi -family residential) • Tract 21 - Multi -Use Office / Commercial (from multi- family residential) • Tract 24 - Office (from single-family residential) • Tract 26 - Commercial (from single-family residential). PETERS& ASSOCIATES FLJ ENGINEERS. INC. Page 4 !^f �i m7r� 9f kkr t J�/ The Trip Generation, an Informational Report (7th Edition), 2004, published by the Institute of Transportation Engineers (ITE) and The Trip -Generation Software (Version 5 by Mi- crotrans), were utilized in calculating the magnitude of traf- fic volumes expected to be generated by the undeveloped tracts (per the City LUP and proposed land uses changes) in the study area. These are reliable sources for this infor- mation and are universally used in the traffic engineering profession. Proposed changes to the City LUP (aforementioned in a previous section of this report) have been assumed to be included in projected traffic conditions. Additionally, some of the tracts planned development (including new auto sales on Tracts 8 and 9) were assumed for more accuracy to be included in the projected traffic conditions. Directional distribution assumptions were slightly different for each of the tracts included in the study area. Differences relate to tract locations, planned or pro- posed land uses and the street network. Using selected trip generation rates, calculations were made to provide a reliable estimate of traffic volumes that can be expected to be associated with the land use of each tract planned or proposed. Results of these calculations are summarized on Tablet, "Trip -Generation Summary." The corresponding study area tracts are depicted on Figure 2, "Development Tracts." PM peak hour projected traffic volumes for future 10 -year traffic conditions are depicted on Figure 3, "Projected Traf- fic Volumes - PM Peak Hour." Traffic volumes shown on Figure 3 are the values used in capacity and level of ser- vice (LOS) calculations conducted as a part of this study. Although the study area includes a multitude and variety of land uses, for purposes of this study, no reduction in esti- mated trip generation was made for any tracts for internal trip generation, multi-purpose trips or pass -by attraction from existing traffic volumes. This yields conservatively high estimates of trip generation. PETERS & ASSOCIATES ` ENGINEERS, INC.FIJ J Page REFERENCE PROPOSEDTRACT LAND USE SIZE . 'Tract 1 Church 50 Acres 2,733 102 96 'Tract 2 Retail Commercial General Office 209,000 S.F. 209,000 S.F. 8,974 2,301 376 52 408 259 'Tract 3 Single Family Detached Housing 84 Lots 804 54 31 'Tract 4 Single Family Detached Housing 20 Lots 191 13 7 'Tract 5 Retail Nelghbomood Commercial 48,000 S.F.2 061 86 94 Tract 6 Retail Commercial Auto Dealership)64,000 S.F. 2 134 66 103 Tract 7 General Office 100,600 S.F. 1 108 25 125 Tract 8 Retail Commercial Auto Dealership)42,000 S.F. 1 400 43 68 Tract 9 Retail Commercial 63,600 S.F. 2 731 114 124 Tract 10 Retail Commercial 87,000 S.F. 3,736 157 1 170 Tract 11 Retail Commercial 24,000 S.F. 1 031 43 47 Tract 12 General Office 24,600 S.F. 271 6 31 Tract 13 Retail Commercial 124,000 S.F. 5,325 223 242 Tract 14 Retail Commercial 68,400 S.F. 2,937 123 133 Tract 15 Retail Commercial 180,000 S.F. 7,729 324 351 Tract 16 Public Institution 86,000 S.F. 783 29 28 Tract 17 Retail Commercial 145,000 S.F. 6,226 261 283 Tract 18 Multl-FamIN Attached Units 120 Units 806 48 26 Tract 19 Multi-FamIN Attached Units 120 Units 806 48 26 'Tract 20 Multl-Family Attached Units 176 Units 1,183 70 1 39 Tract 21 Retail Commercial General Office 113,000 S.F. 113,000 S.F. 4,842 1,244 203 28 220 140 Tract 22 General Office 45,000 S.F. 495 11 56 Tract 23 Retail Commercial 503,388 S.F. 21,615 906 982 Tract 24 General Office 111,000 S.F. 1,222 28 138 Tract 25 Sin le Famlk Detached Housing 18 Lots 172 12 7 'Tract 26 Retail Commercial 111 500 S.F. 4,788 201 217 'Tract 27 Retail Commercial 74,000 S.F. 3,178 133 144 'Tract 28 Retail Commercial 30,000 S.F. 1 288 54 59 'Tract 29 General Office 212,000 S.F. 2,334 53 263 'Tract 30 Multl-Family Attached Units 248 Units 1,667 99 55 Tract 31 Multl-Faml Attached Units 152 Units 1,021 61 33 Tract 32 Retail Commercial General Office 29,000 S.F. 29.000 S.F. 1,245 319 52 7 57 36 Tract 33 Retail Nei hbomood Commercial 18,000 S.F. 773 32 35 Tract 34 Retail Commercial General Office 25,000 S.F. 25,000 S.F. 1,074 275 45 6 49 31 Tract 35 Single FamW Detached Housing20 Lots 191 13 7 Tract 36 Single Family Detached Housing 108 Lots 1,034 69 40 Tract 37 General Office 43,900 S.F. 473 11 53 'Tract 38 Retail Nel hbomood Commercial 56,000 S.F. 2,405 101 109 'Tract 39 Multl-Famlly Attached Units 58 Units 390 23 13 'Tract 40 General Office 100,000 S.F. 1 101 25 124 'Tract 41 Retail Commercial 164,000 S.F. 7,042 295 320 'Tract 42 General Office 218,000 S.F. 2 400 55 270 Tract 43 Single Famllv Detached Housing 205 Lots 1,962 131 76 TOTALS: M== TOTAL PM PEAK HOUR ENTERING + EXILING Table 1 - Trip -Generation Summary PETERS & ASStlLU ES ENGINEERS, INC, Page 6 � �,r.r- r-.� . - r�r• An application for an amendment to the MSP was recently made to the City regarding classification and alignment to certain streets within the study which are described as fol- lows: • Re -alignment of Wellington Hills Road from its present alignment at its west end to shift to the west edge of the applicant's property edge, intersecting the planned Kirk Road extension at Arkansas Systems Drive. • The extension of Kirk Road to the north to run along the west edge of the applicant's property, veering northeast (intersecting Wellington Village Road, just south of Champlin Road). Also, this section of Kirk Road to be changed to a minor arterial (from a collector) on the MSP. ■ Kirk Road extension, south of Chenal Parkway, to be changed on the MSP to a minor arterial (from a collec- tor). With the proposed re -alignment and extension of Kirk Road, north of Chenal Parkway, this would eliminate the need for an existing MSP east / west collector (un- named) connecting Wellington Hills Road to Kirk Road. These proposed changes to the City of Little Rock MSP have been taken into consideration as a part of this study. Generally, the "capacity" of a street is a measure of its abil- ity to accommodate a certain magnitude of moving vehi- cles. It is a rate as opposed to a quantity, measured in terms of vehicles per hour. More specifically, street capac- ity refers to the maximum number of vehicles that a street element (e.g. an intersection) can be expected to accom- modate in a given time period under the prevailing roadway and traffic conditions. Level of Service (LOS) ordinarily has a letter designation relative to the various operating characteristics, ranging from "A" as the highest quality to'IF" representing consider- able delay. The various Levels of Service are generally described as follows: PETERS & �J ASSOCIATES 1172 ENGINEERS, INC. Page AgPi / m.fijTr ��(o: � 111111111111111111 liilll��1111 11111111111 •. '• .� Total Dela (sec./veh.) Description A0Avg. <10 This LOS is a free flow condition, with vehicles acting nearly — independently to one another. There is little or no delay. B >10 and <15 This LOS is slightly restrictive condition with short traffic delays. B >10 and <20 The presense of other vehicles is noticeable by the driver. — This LOS is the design level that engineers strive for during the C >15 and <25 service life of the facility. LOS C results from an average delay. C >20 and <35 The traffic flow is stable, but more restrictive. This LOS is noticeably more restrictive, and there are long D >25 and <35 traffic delays. This LOS results in poor driver comfort and in D >35 and <55 greater accident probabilities. At this LOS, the intersection is operating at capacity with little or E >35 and <50 no gaps. There are very long traffic delays and unstable E >55 and <80 intersection operation. F >50 At this LOS, there are more vehicles arriving at the approach F >80 At this LOS, there are more vehicles arriving at the approach than can be discharged. Extreme delays will be encountered. than can be discharged. Extreme delays will be encountered. 111111111111111111 liilll��1111 11111111111 •. '• .� rA vg. Total Dela sec./veh.) Description <10 This LOS is a free flow condition, with vehicles acting nearly — independently to one another. There is little or no delay. B >10 and <20 This LOS is slightly restrictive condition with short traffic delays. — The presense of other vehicles is noticable by the driver. This LOS is the design level that engineers strive for during the C >20 and <35 service life of the facility. LOS C results from an average delay. The traffic flow is stable, but more restrictive. This LOS is noticeably more restrictive, and there are long D >35 and <55 traffic delays. This LOS results in poor driver comfort and in greater accident probabilities. At this LOS, the intersection is operating at capacity with little or E >55 and <80 no gaps. There are very long traffic delays and unstable intersection operation. F >80 At this LOS, there are more vehicles arriving at the approach than can be discharged. Extreme delays will be encountered. LOS values that are reported based o PETERS & ASSOCIATES ENGINFERs. INC. Page 8 I F. i 'if, r_ .'t .I -I -r: �r Traffic operational calculations were performed as a part of this study for traffic operating conditions of projected traffic. This analysis was performed using Synchro Ver- sion 6, 2003. This computer program has been proven to be reliable when used to analyze capacity and levels of traffic service under various operating conditions. Sidra Version 2.1, 2006 was used for analysis of the proposed roundabout intersection of Kirk Road and Wellington Hills Road and Arkansas Systems Drive. Detailed calculations for all capacity analysis are included in the Appendix. The worst-case condition of PM peak traffic period for future 10 -year traffic volumes was used for these calcula- tions. Factors included in the analysis are as follows: • Proposed or planned land uses. • Directional distribution of projected traffic volumes. • Proposed intersection geometry (including elements such as turn lanes, curb radii, etc.). • Existing background traffic volumes with 10 -year growth. • Proposed MSP roadway changes. • Existing or proposed traffic control. Level of Service Analysis Results Projected Full -Build Traffic Conditions Level of service analysis was performed for the projected full -build traffic conditions for the PM peak hour. This analysis was performed for the following intersections: • Chenal Parkway and Rahling Road • Chenal Parkway and LaGrande Drive / Arkansas Sys- tems Drive • Chenal Parkway and Kanis Road (West) • Chenal Parkway and Kirk Road • Chenal Parkway and Kanis Road (East) • Chenal Parkway and Wellington Hills Road • Kanis Road (East) and Wellington Hills Road • Wellington Hills Road and Wellington Village Road • Kirk Road and Wellington Hills Road / Arkansas Sys- tems Drive PETERS & ASSOCfATES IL Page 9 ■ Kirk Road and Wellington Village Road Rahling Road and Champlin Drive. Traffic volumes used for the projected traffic conditions are shown on Figure 3, "Projected Traffic Volumes - PM Peak Hour." The operating conditions projected at these intersections are summarized in Table 2, "Level of Ser- vice Summary - Projected Future 10 -Year Traffic Condi- tions." Detailed LOS calculations are shown in detail in the Ap- pendix of this report. '/ ■ 1 C o r r r x r r a r fi A / ■ / U 111 N N � li} 2 2 x N O m @ c • r Che naI Parkway and Rahi nc Road SIGNAL E E C ❑ I C C ❑ C A F i7 C ❑ Chenal Parkway and LaGrande Dr./Arkansas Sysierrs Dr. I SIGNAL i7 I ❑ 1 ❑ 1 E I ❑ I E I ❑ I C I A I E 1 8 1 A C Chanel Parkway and Kanis Road (West} SSGVAL r C D A e A. B Chanel Parkway and Kirk Road SiGiVkLE C A F B A D ❑ 0 E 0 D C Chanel Parkw:l_• and Kanis Road (East; MRAL E E A D B B D 0 C U U C Chanel Parkwa and Well ingto+r Hills Road S;GNSAL C A A E C C D E ❑ 0 G E C Kanis Road (Fast) and Welllngiori Hills Road SIG? At A A A. A C B A Wellinglori Huls Road and Wellingtori Vit �:qu Road I SiG!,Y L I I Fi R A A A A A Kirk Road and 1Weninglon Hills Rd./Arkansas Systerns Dr RMT A A A A A A A A A A A A Kirk Road and Wellington Village Road S{.3N' [ E3 A 6 A nta {L311br:y Road and Champlin Drive SIGNAL F D A D B C C I C E C Kirk Road and Ride Valley Road SIGN A A A I A C A Ilia "Roundabout could be considered for this Intersection. Table 2 - Level of Service Summary - Projected Future 10 -Year Traffic Conditions PETERS & ASSOCIATES ENGINEERS, INC. Page 10 As indicated in Table 2, the overall intersection LOS for each study intersection is projected to operated at what calculates as LOS I'D" or better during the worst-case PM peak hour projected traffic conditions. Although the over- all intersection LOS is projected to be "D" or better for each intersection studied, there are some vehicle move- ments (even with major roadway improvements at some intersections such as three thru lanes, dual left -turn lanes, dual right -turn lanes) expected to operate at what calcu- lates at worse than LOS "D" during the worst-case PM peak hour. These projected results for full -build traffic operating conditions at the Chenal Parkway intersections are not inconsistent with results from a previous study (Chenal Parkway Corridor Traffic Study dated January, 1995) conducted for the City of Little Rock by this consult- ant for future full -build traffic conditions. Schematic diagrams of the lane geometry used for analy- sis of projected traffic conditions for each of the study in- tersections is included in the Appendix of this report. PETERS & ASSOCIATES ENGINEERS, INC. Page 11 Findings of this study are summarized as follows: • Analysis for future 10 -year projected traffic conditions was conducted (includes full build -out of undeveloped tracts in the vicinity). The overall intersection LOS for the intersections studied for future 10 -year projected traffic conditions are projected to operate at what cal- culates as an acceptable LOS "M or better for the worst-case PM peak hour for projected traffic condi- tions with the roadway network lane geometry de- picted in the Appendix of this report. • Although the overall intersection LOS is projected to be "D" or better for each intersection studied, there are some vehicle movements (even with major road- way improvements) expected to operate at what cal- culates at worse than LOS "D" during the worst-case PM peak hour. • The following intersections, within the bounds of the developer's property, are projected to operate at ac- ceptable traffic operating conditions at full develop- ment: ❑ Wellington Hills Road and Wellington Village Road ❑ Kirk Road and Wellington Hills Road / Arkansas Systems Drive ❑ Kirk Road and Wellington Village Road. • The intersection of Kirk Road and Wellington Hills Road / Arkansas Systems Drive is projected to oper- ate at very acceptable levels of traffic conditions, con- figured as a roundabout. UPfE Page 12 PETERS& ASSOCIATES ENGINEERS, INC, C. T- L�' LU 7- Z) J O ry U LLJ L IL Q oN O 2 v � v OY � z Q a �zLU �- cn a z o wa = zJ w O co a 6 z H U W O w a CD O O N 0 M M W Q D Q w Y Z a J 0- w U) D Z a J F- A "/Y Q ~ ry Z 0 v L1J ry c a a o O a` J w z� C) (D zJ w 0 co r a CO 0 Z CV 0 H M U M W CL o t r N N o� �o 350 p o 75 p 4 140 340-o i0 % 0 o 640-o *-670 80 b 60 c0 245 p 15 b U j m N O �fCl 135 b a, 4 o to � � r 0� v rA L) N � J CON O rL%j N N b b Q 165 ol o- 140 4240 L3 4 .o S 17 0 000 N U) w J 0 U LL LL U p � O LL LUC� ~0Z C7 Z:) O X O Y H W O U O � m soma U) w 2 J U f— LL ry LL ct n ~ o v Do c Use tea` Q -w a- 0 U Of2 z0 a- EL a� zJ w i/J=J} .-X\ OD JW LLL r cD LLa � Wm � � CO � � a r� J J Ln N Q ~ p� b b 4 55 5 2-o 4-2 � 00 `o �2 a 1�—'tea 4 730 b 403 (L �� 4 o-5 a-. 4 338 ! tn rn -3.0 .o b LL� w N 4 ' Q �� C� °�ti� a• r a O p a" b 110 �fCl 135 b a, 4 o to � � r 0� v rA L) N � J CON O rL%j N N b b Q 165 ol o- 140 4240 L3 4 .o S 17 0 000 N U) w J 0 U LL LL U p � O LL LUC� ~0Z C7 Z:) O X O Y H W O U O � m soma U) w 2 J U f— LL ry LL ct n ~ o v Do c Use tea` Q -w a- 0 U Of2 z0 a- EL a� zJ w co 0 0 N 0 M M W r i/J=J} Y OD JW LLL r < CL U) a Z Qadd J J Q Z U W 1�—'tea 3 I' (L co 0 0 N 0 M M W r PETERS & ASSOCIATES ENGINEERS, INC. Q1PETERS & ASSOCIATES ENGINEERS, INC P1180 Little Rock, Arkansas TRACT PROPOSED LAND USE APPROXIMATE SIZE 24-HOUR TWO-WAY• WEEKDAYVOLUME VOLUMEREFERENCE Tract 1 Church 50 Acres 2,733 102 96 Tract 2 Retail Commercial General Office 209,000 S.F. 209,000 S.F. 8,974 2,301 376 52 408 259 Tract 3 Single Family Detached Housing 84 Lots 804 54 31 Tract 4 Single Family Detached Housing 20 Lots 191 13 1 7 Tract 5 Retail Neighbornood Commercial 48,000 S.F. 2,061 86 94 Tract 6 Retail Commercial (Auto Dealership) 64,000 S.F. 2,134 66 103 Tract 7 General Office 100,600 S.F. 1,108 25 125 Tract 8 Retail Commercial (Auto Dealership) 42,000 S.F. 1,400 43 68 Tract 9 Retail Commercial 63,600 S.F. 2,731 114 124 Tract 10 Retail Commercial 87,000 S.F. 3,736 157 170 Tract 11 Retail Commercial 24,000 S.F. 1,031 43 47 Tract 12 General Office 24,600 S.F. 271 6 31 'Tract 13 Retail Commercial 124,000 S.F. 5,325 223 242 'Tract 14 Retail Commercial 68,400 S.F. 2,937 123 133 Tract 15 Retail Commercial 180,000 S.F. 7,729 324 351 Tract 16 Public Institution 86,000 S.F. 783 29 28 Tract 17 Retail Commercial 145,000 S.F. 6,226 261 283 Tract 18 Multi -Family Attached Units 120 Units 806 48 26 Tract 19 Multi -Family Attached Units 120 Units 806 48 26 Tract 20 Multi -Family Attached Units 176 Units 1,183 70 39 Tract 21 Retail Commercial General Office 113,000 S.F. 113,000 S.F. 4,842 1,244 203 28 220 140 Tract 22 General Office 45,000 S.F. 495 11 56 Tract 23 Retail Commercial 503,388 S.F. 21,615 906 982 Tract 24 General Office 111,000 S.F. 1,222 28 138 Tract 25 Single Family Detached Housing 18 Lots 172 12 7 Tract 26 Retail Commercial 111,500 S.F. 4,788 201 217 Tract 27 Retail Commercial 74,000 S.F. 3,178 133 144 Tract 28 Retail Commercial 30,000 S.F. 1,288 54 59 Tract 29 General Office 212,000 S.F. 2,334 53 263 -Tract 30 Multi -Family Attached Units 248 Units 1,667 99 55 Tract 31 Multi -Family Attached Units 152 Units 1,021 61 33 Tract 32 Retail Commercial General Office 29,000 S.F. 29,000 S.F. 1,245 319 52 7 57 36 Tract 33 Retail Neighbornood Commercial 18,000 S.F. 773 32 35 Tract 34 Retail Commercial General Office 25,000 S.F. 25,000 S.F. 1,074 275 45 6 49 31 Tract 35 Single Family Detached Housing 20 Lots 191 13 7 Tract 36 Single Family Detached Housing 108 Lots 1,034 69 40 Tract 37 General Office 43,000 S.F. 473 11 53 'Tract 38 Retail Neighbornood Commercial 56,000 S.F. 2,405 101 109 'Tract 39 Multi -Family Attached Units 58 Units 390 23 13 'Tract 40 General Office 100,000 S.F. 1,101 25 124 Tract 41 Retail Commercial 164,000 S.F. 7,042 295 320 Tract 42 General Office 218,000 S.F. 2,400 55 270 Tract 43 Single Family Detached Housing 205 Lots 1,962 131 76 TOTALS: • VMM TOTAL PM PEAK HOUR ENTERING + EXITING Trip Generation Summary - Development Tracts w ci PETERS �& ASSOCIATES �+ ENGINEERS, INC. J f� Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data File Name : PM -1 Chenal Pkwy. and Rahling Road Site Code : 00000000 Little Rock, AR Start Date : 02/28/2006 P-1180 Page No : 1 _ G_roups Printed- Plvt Coon; Data Chenal Pkwy. Rahling Rd. Chenal Pkwy. From North From East From South Start Time Thru Left A Total Ri ht Left A Total _ Right ^ Thr- A Total 1nt.Total Factor 1.0 1.0. 1.0 1.0�� 1.0 1.0 04:00 PM 131 18 149 35 48 83 79 177 256 488 04:15 PM 118 14 132 29 55 84 68 170 238 454 04:30 PM 115 20 135 21 59 80 102 167 269 484 04:45 PM 107 30 137 24 97 121 106 179 285_ 543 Total 471 82 553 109 259 36 $ 355 693 1048 1969 05:00 PM 109 18 127 25 78 103 155 246 401631 05:15 PM 136 20 156 28 63 91 1 119 214 333 580 05:30 PM 123 12 135 36 65 101 89 213 302 538 05:45 PM 98 25 123 29 69 58 91 164 255 476 Total 466 75 541 - 118 275 393 454 837 1291 2225 Grand Total 937 157 10941 227 534 761 809 1530 2339I 4194 Apprch % 85.6 14.4 29.8 70.2 34.6 65.4 Total % 22.3 3.7 26.1 5.4 12.7 18.1 19.3 36.5 55.8 Chenal Pkwy. Out In Total D—i 167] 11184 2851 897 757 T tett 1 L► T North 1�20o8�i5�:a0 812tlo6 5:45:00 PM r pM Ceun[ Data j � — 0 �m T r' Th 0 Right, i 1471 1 2339 3810 Out in Total banal PkyW Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data File Name : PM -1 Chenal Pkwy. and Rahling Road Site Code : 00000000 Little Rock, AR Start Date : 02/28/2006 P-1180 Page No :2 Chenal Pkwy. Rahling Rd. 965 55 1520 Chenal Pkwy. 47 ${1 1Tuu t - From North I From East O From South � m w f Start Time Thru Left / .Total Right Left I App_Total Right Thru App. Tota _ W. Tota -11 Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 L 652.1 1 O 776 C l L Out In Total Intersection 04:45 PM Volume 475 80 555 113 303 416 469 852 1321 2292 Percent 85.6 14.4 27.2 72.8 35.5 64.5 05:00 Volume 109 18 127 25 78 103 155 246 401 631 Peak Factor 0.908 High Int. 05:15 PM 04:45 PM 05:00 PM Volume 136 20 156 24 97 121 155 246 401 Peak Factor 0.889 0.860 0.824 Chenal Ivry. Out In Total 965 55 1520 47 ${1 1Tuu t - O Ith L � m w 2 008 4: ;8a P g a 006 5:30:00 PM r q� PM CaYrrt Data �o cn d T r' Thru Right L 652.1 1 O 776 C l L Out In Total Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data Chenal Pkwy and LaGrande Dr./Ar. Systems Little Rock, AR P-1180 Groups Printed- PM Count Data 1 Chenal Pkwy. Arkansas Systems Dr. I Chenal Pkwy From North From East I From South Start Time Right Thru Left App. App Total Right Thru Left Total Right Thru Left Factor 1.0 1.01 1.0 j 1.0 1.0 i.-Ol 1.0 1.0 1.0 04:00 PM 0 127 2 129 3 0 38 41 7 221 5 04:15 PM 0 65 4 69 8 1 28 37 4 130 4 04:30 PM 0 95 8 103 12 0 57 69 3 187 7 y 04:45 PM 0 123 8 131 15 0 88 103 13 230 6 Total 0 410 22 432 38 1 211 250 27 768 22 05:00 PM 1 155 10 16638 1 250 289 7 231 18 05:15 PM 0 160 6 166 23 0 118 141 4 287 21 05:30 PM 3 149 3 155 13 0 73 86 7 274 9 05:4.5 PM 0 141 9 150 20 0 50 70 9 276 13 Total 4 605 28 637 94 1 491 586 27 1088 61 Grand Total 4 1015 50 1069 I 132 2 702 8361 54 1836 83 Apprch % 0.4 94.9 4.7 15.8 0.2 84.0 2.7 93.1 4.2 Total % 0.1 25.4 1.3 26.8 3.3 0.1 17.6 20.9 1.4 46.0 2.1 File Name : PM-LaGr Site Code : 00000000 Start Date : 02/28/2006 Page No : 1 La Grande Dr. 3079 =0 1069]Thfu From West ^Thru Left N w0 Total Right O " 0 Left Total Total N'- 1.0 i 1.0 1.0 � 2 roJ g m b O 233 3 0 1 4 407 138 1 0 0 1 245 197 1 0 3 4 373 249 2 0 5 7 490 817 7 0 9 16 1515 256 33 5 18 56 767 312 9 2 7 18 637 290 11 3 6 20 551 208 2 1 2 5 528. 11561 55 11 33 99 2478 1973 62 11 42 1151 3993 53.9 9.6 36.5 49.4 1.6 0.3 1.1 2.9 ena out In Total 3079 =0 1069]Thfu Left N w0 T North O " 0 ©~ -IILL1111 N'- Y /28/20064:00:00PM2 2/28/2006 5:45:00 PM � 2 roJ g m b O �PM Count Data - •p'� a S w p w m' hr t Left FJ 831 18361 54. 1779 16 3752 Out In Total hens P Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data File Name : PM-LaGr Chenal Pkwy and LaGrande Dr./Ar. Systems Site Code 00000000 Little Rock, AR Start Date : 02/28/2006 P-1180 Page No 2 Chenal Pkwy. Arkansas Systems Dr. Chenal Pkwy. La Grande Dr. From North From East From South From West Start Time I RightThru Left App' �_ Total Right Thru Left App' Total Right Thru Left App' Total Right Thru Left App. lht. Total Total _ F'eak I lour From 04:00 1'M to 05:45 PM - Peak 1 of 1 Intersection 05:00 PM Volume 4 605 28 637 94 1 491 586 27 1068 61 1156 55 11 33 99 2478 Percent 0.6 95.0 4.4 16.0 0.2 83.8 2.3 92.4 5.3 55.6 11.1 33.3 05:00 1 155 10 166 Volume 38 1 250 289 7 231 18 256 33 5 18 56 767 Peak Factor 0.808 High Int. 05:00 PM 05:00 PM 05:15 PM 05:00 PM Volume 1 155 10 166 38 1 250 2891 4 287 21 312 33 5 18 56 Peak Factor 0.959 0.507 0.926 0.442 herrn Pkwy. Out In Total FF19-51 F637.1 1832 �28 li><u 1 Ta o o ~ North 79.9 2 12812pOG 5:45:00 PMFool 2z w H m J o — —1 P4w9 Cdwd Aafe J c �^ u°i m N - +i T r' Left Thru MUM 1151 7958 2307 Out n Total Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data Chenal Parkway and Kanis Road (West) Little Rock, AR P-1180 {;rnnm Printarl- PM rmint rata File Name : PM -Kan -W Site Code : 00000000 Start Date : 03/21/2006 Page No : 1 05:00 PM 284 Chenal Pkwy. 361 41 Kanis Rd. 4940 51200114:00:00 PIN 1!2008 5:45:00 PM Chenal Pkwy 391 801 05:15 PM 280 From East 351 ht Right _ From South Left I App. Total Right From West Thru A .Total 712 Start TuneI Thru Left I A . Total Int. Total Factor t 1.01 1.0_j 40 1.01 1.01 251 648 1.0 1.0 81 338 37 04:00 PM 247 67 314 37 9 46 25 213 238 598 04:15 PM 229 88 317 35 8 43 31 188 219 579 04:30 PM 256 83 339 39 5 44 17 210 227 610 0.4:45 PM 250 93 343 42 5 47 18 186 204 594 Total 982 331 1313 153 27 1801 91 797 8881 2381 05:00 PM 284 77 361 41 8 4940 51200114:00:00 PIN 1!2008 5:45:00 PM 351 391 801 05:15 PM 280 71 351 44 9 53 41 267 308 712 05:30 PM 282 75 357 36 4 40 22 229 251 648 05:45 PM 257 81 338 37 8 45 16 177 193 576 Total 1103 304 1407 158 29 187 119 107.4 1143 2737 Grand Total 2085 635 27201 311 56 367 210 1821 2031 5118 Apprch % 76.7 23.3 84.7 15.3 10.3 89.7 Total % 40.7 12.4 53.1 6.1 1.1 7.2 4.1 35.6 39.7 ci 1 North 2 IL c �NNI .� ;v 51200114:00:00 PIN 1!2008 5:45:00 PM .moi 3 x g� - PM cowm Data dONm Wig. Leis Rht 31 B45 3 1212 Out In Total KaWs Rd. Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data File Name : PM -Kan -W Chenal Parkway and Kanis Road (West) Site Code : 00000000 Little Rock, AR Start Date : 03/21/2006 P-1180 Page No : 2 Chenal Pkwy-Kanis Rd. Chenal Pkwy. From East l From South I From West Start Time Thru Left App. Total I Right I _ Left.I App. Total I Right I Thru I App. Total Int. Total Peak Hour From 04:00 PM to 05:45 PHA - Peak 1 of 1 Intersection 04:45 PM F N I Volume 1096 316 1412 163 26 189 121 1033 1154 2755 Percent 77.6 22.4 86.2 13.8 O� 10.5 89.5 �o m01 05:00 Volume 284 77 361 41 8 49 40 351 391 801 Peak Factor Out In Total Kanis Rd. 0.860 High Int. 05:00 PM 05:15 PM 05:00 PM Volume 284 77 361 44 9 53 40 351 391 Peak Factor 0.978 0.892 0.738 F N I O North WR 7120084:45:00 PM �42112006 5:30:00 PM N .5 IPM Count Data O� �o m01 Left RI 28 863_] 437 C.1.691 626 Out In Total Kanis Rd. Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data Chenal Pkwy. and Kirk Road Little Rock, AR P-1180 Groups Printed- PM Count Data File Name : PM -Kirk Site Code : 00000000 Start Date : 03/02/2006 Page No : 1 05:00 PM 2 11 13 14 339 2 355 455 13 468 836 05:15 PM 1 3 4 3 349 1 353 315 3 318 675 05:30 PM 1 5 6 5 333 0 338 235 13 248 592 05:45 PM 1 5 6 11 263 0 274 190 12 202 482 Total 5 24 29 33 1284 3 1320 1195 41 1236 2585 Grand Total 16 44 60 I 77 2443 12 2532 2122 77 2199 4791 Apprch % 26.7 73.3 3.0 96.5 0.5 96.5 3.5 Total % 0.3 0.9 1.3 1.6 51.0 0.3 52.8 44.3 1.6 45.9 Kirk Rd. Chenal Pkwy. Out In Total Chenal Pkwy. —154) L From North Left From East iiighi From West Start Time Ri htl Leff I App. Total Right Thru I Left I A . Total Thru Left A . Total nt. Total I Factor 1.0 1.0 5:�PPFg 1.0 1.0 j 1.0 PM [aunt 1.0 1.0 04:00 PM 1 2 3 9 288 0 297 217 8 225 525 04:15 PM 4 4 8 16 295 1 312 211 7 218 538 04:30 PM 3 10 13 8 236 5 249 220 14 234 496 04.45 PM 3 4 7 11 44 340 3 1159 9 354 1212 279 927 7 36 286 9 83_ 647 2206 Total 11 20 31 05:00 PM 2 11 13 14 339 2 355 455 13 468 836 05:15 PM 1 3 4 3 349 1 353 315 3 318 675 05:30 PM 1 5 6 5 333 0 338 235 13 248 592 05:45 PM 1 5 6 11 263 0 274 190 12 202 482 Total 5 24 29 33 1284 3 1320 1195 41 1236 2585 Grand Total 16 44 60 I 77 2443 12 2532 2122 77 2199 4791 Apprch % 26.7 73.3 3.0 96.5 0.5 96.5 3.5 Total % 0.3 0.9 1.3 1.6 51.0 0.3 52.8 44.3 1.6 45.9 Kt. Out In Total —154) L Left iiighi W o ^20 L –:o.D� 2 5:�PPFg ON PM [aunt a ' �o T � Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data File Name : PM -Kirk Chenal Pkwy. and Kirk Road Site Code : 00000000 Little Rock, AR Start Date : 03/02/2006 P-1180 Page No 2 Kirk Rd. Chenal Pkwy. Chenal -Pkwy. From North From East From West Start Time Right Left Imp. Total might Thru j Left App. Total � Thru ' Left App Total] -Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:45 PM Volume 7 23 30 33 1361 6 1400 1284 36 1320 2750 Percent 23.3 76.7 2.4 97.2 0.4 97.3 2.7 05:00 Volume 2 11 13 14 339 2 355 455 13 468 836 Peak Factor 0.822 High Int. 05:00 PM 05:00 PM 05:00 PM Volume 2 11 13 14 339 2 355 455 13 468 Peak Factor 0.577 0.986 0.705 FQrk RCL Out In Total 69 I 99 J ht Lit �N T �o North 006 d:4530:0� Pht� 0.0 2!2006 500 PM ~-2 o' PM Ceunl Data ro 0 �m Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data Chenal Pkwy and Kanis Rd. (East)/Church Little Roack, AR P-1180 GrxWB Printed- PM fount Data a �Start 04: 04:04:04: File Name : PM -Kan -E Site Code 00000000 Start Date : 03/07/2006 Page No 1 15 45 0 Church Access 1 ChenalPkwy. 261 44 Kanlls Rd. (East) 8 Chenal Pkwy. 106 114 118 3517 From North 896 05:15 PM From East 0 1 From South 267 25 From West 6 0 Time Right Thru Left Total Right Thru Left App. Right Thru Left ITotal Total Right Thru Left M Total Total :aactor, 1.0 1.0 1.0 297 1.0 1.0 1.0 0 1.0 1.0 1.0 29 1.0 1.0 1.0 1 83 56-15M 2 2 0 4 57 181 3 241 1 209 37 247 2 0 68 70 562 PM 1 0 1 2 12 216 43 271 4 0 61 65 42 165 2 209 547 30 PM 0 0 1 1 1 230 37 268 6 0 79 85 37 205 0 242 596 PM 0 0 2 2 2 293 40 335 9 21 0 82 0 290 91 3111 52 206 0 258 666 Total 3 2 4 9 16 948 157 1121 188 757 5 950 2391 05:00 PM 0 0 1 1 0 261 44 305 8 0 106 114 118 3517 476 896 05:15 PM 1 0 1 2 2 267 25 294 6 0 106 112 63 263 7 333 741 05:30 PM 0 0 1 1 1 263 39 303 7 0 76 83 51 245 1 297 684 05:45 PM 0 0 2 2 1 287 29 317 7 1 83 91 51 212 0 263 673 Total -7 0 5 6 R 1078 137 1219' 28 1 371 400 283 1071 15 1369 2994 Grand Total 4 2 9 15I 20 2026 294 2340 49 1 661 711 471 1828 20 2319 5385 Apprch % 26.7 13.3 60.0 0.9 86.6 12.6 6.9 0.1 93.0 20.3 78.8 0.9 Total % 0.1 0.0 0.2 0.3 0.4 37.6 5.5 43.51 0.9 0.0 12.3 13.2 8.7 33.9 0.4 43.1 Church cess Out 1 Ind Total Wight Thni LaR 4 �� 1 �� � � r �E II_ North '§ IN� x !! B17I2008 :00:00 PM1--2 2 1Tf2008 5:45:00 PM w o d IL r PM Count ❑ata ��'' A oN N y m Left Thru Right 9B7 I I.. 8 767 13] 1478 Out In Total Kahis Rd I Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data Chenal Pkwy and Kanis Rd. (East)/Church Little Roack, AR P-1180 File Name PM -Kan -E Site Code : 00000000 Start Date : 03/07/2006 Page No '2 Church Access Chenal Pkwy, Kanis Rd. (East) Chenal Pkwy. From North From East From South From West Start Time Right Thru Left ApP' I -Total Right Thru Left Total Right Thru Left Total Right Thru Left T 'eak Hour From 04:00 FM to 05:45. PM » Peak I of 1 Intersection 04:45 PM I Int. Total Volume 1 0 5 6 5 1084 148 1237 30 0 370 400 284 1065 15 1364 3007 Percent 16.7 0.0 83.3 0.4 87.6 12.0 7.5 0.0 92.5 20.8 78.1 1.1 05:00 VI 0 0 1 1 0 261 44 305 8 0 106 114 118 351 7 476 896 oume Peak Factor High Int. 04:45 PM 04:45 PM 05:00 PM 05:00 PM Volume 0 0 2 2 2 293 40 335 8 0 106 114 118 351 7 476 Peak Factor 0.750 0.923 0.877 0.716 0.839 Church Acw� Out In Total 20 $� 26 � Thru 1 �► T North o t� o a.^M 1 _ 12008 4:45 F 7 .-!2006 4— 5 c 5:30:;OQ00 PAAM� ' o a . � PM Count Dale N c V - F+ Left Thru Right L-3701 o. 't 432 400 632 —w Out Total Kanis Rd Fast 0.839 Wdlington Hi I Is Rd. Out In Total 208 [ 178] 1 366 178 Right Nth t 0- a csY N na — -► zluz4:4a:m I a 2012{106 5:45:001PM I �� V N f o PM ('Dllfll_Dala — o_ N Of Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data File Name : PM -Well Chenal Parkway and Wellington Hills Road Site Code :00000000 Little Rock, AR Start Date : 03/20/2006 P-1180 Page No :1 Groups Printed- PM Count Data Wellington Hills Rd. Chenal Pkwy. _ Chenal Pkwy. u From North From East From West -� Start Time Right I App. Total Right Thru App. Total ThruTotal p. Int. Total Factor 1.0 1.0 1.0 1-01 } 04:00 PM 23 23 20 265 285 210 210 518 04:15 PM 20 20 27 259 286 165 165 471 04:30 PM 29 29 27 246 273 190 190 492 04:45 PM 23 23 23 280 303 209 209 535 } Total 85• 95 97 1050 1147 774 774 2016 05:00 PM 24 24 30 323 353 330 330707 05:15 PM 19 19 28 305 333 290 290 642 05:30 PM 15 15 33 326 359 254 254 628 05-45 PM 25 25 20 290 310 212 212 547 Tol�fl 83 83 ill 1244 1355 166fi 1086 2524 Grand Total 178 178 208 2294 2502 1860 1860 4540 Apprch % 100.0 8.3 91.7 100.0 Total % 3.9 3.9 4.6 50.5 55.1 41.0 41.01 Wdlington Hi I Is Rd. Out In Total 208 [ 178] 1 366 178 Right Nth t 0- a csY N na — -► zluz4:4a:m I a 2012{106 5:45:001PM I �� V N f o PM ('Dllfll_Dala — o_ N Of Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data File Name : PM -Well Chenal Parkway and Wellington Hills Road Site Code : 00000000 Little Rock, AR Start Date : 03/20/2006 P-1180 Page No :2 Chenal Pkwy. ellington Mi s Rd. Chenal Pkwy. From East From North From West Start Time I Right I App. Total Right I Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 1355 Intersection 05:00 PM 91.8 Volume 83 83 111 Percent 100.0 8.2 05:00 Volume 24 24 30 Peak Factor 0.893 High Int. 05:45 PM 05:30 PM Volume 25 25 33 Peak Factor 0.830 0.9441 Chenal Pkwy. Chenal Pkwy. From East From West Thru App. Total' Thru Tp -p. Total nt. Tota[ 1244 1355 1086 1086 2524 91.8 100.0 323 3531 330 330 707 0.893 05:00 PM 326 359. 330 330 0.9441 0.823 Wel N ngton Hills Out In Total 111 B3 194 I"? hi t m Nth O EL $_m m I � °S ! 72012006 5:00:00 PM y+ �� 1PM 72072006 5:45:00 PM 2 w �` U o Count Data ro o Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data File Name : PM-WVill Wellington Hills and Wellington Village Site Code : 00000000 Little Rock, AR Start Date : 03/20/2006 P-1180 Page No : 1 GroG s Printed- PM Count Data Wellington Hills Rd. Wellington Village Rd. Wellington Hills Rd. From. North From East From South Start Time Thru Left I AU. Total Ri ht I Left Abp.. Tom Right Thru -App. Total Int. Total Factor 1.0 1.0 1 1.01 1.01 1.01 1.01 04:00 PM 2 1 3 1 21 22 18 1 19 44 04:15 PM 4 2 6 1 17 18 21 2 23 47 04:30 PM 3 3 6 3 23 26 26 7 33 65 04:45 PM 4 3 7 1 19 _ 20 21 3 24 51 Total 13 9 221 6 80 861 86 13 991 207 05:00 PM 12 4 16 1 11 12 26 1 2755 05:15 PM 3 4 7 2 15 17 28 4 32 56 05:30 PM 3 2 5 1 15 16 25 5 30 51 05:45 PM 8 1 9 2 17 19 19 4 231 51 Total 26 11 37 6 58 64 98 14 1121 213 Grand Total 39 20 59 12 138 150 184 27 211 j 420 Apprch % 66.1 33.9 8.0 92.0 87.2 12.8 Total % 9.3 4.8 14.0 2.9 32.9 35.7 43.8 6.4 50.2 a nglon '8 Out In Total 39 591 98 3] 201 w 1 N � North 312012006 4:00:00 PNI I 3/20/2006 5:45:00 PM PM Count Data T R yF+ x is4J 177 1 366 Out n Total Weilln an Hlfis I2B. Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data File Name : PM-WVill Wellington Hills and Wellington Village Site Code : 00000000 Little Rock, AR Start Date : 03/20/2006 P-1180 Page No 2 1 Wellington Hills Rd. WeTington Village Rd. Wellington His Rd. From North From East From South L--�Start Time Thru Left App. Total Right Left A_pp. Total Right Thru App. Total Int i,ztaE Peak Hour From 04:00 PM to 05:4 5 PM -Peak 1 of i i Intersection 04:30 PM Volume 22 14 36 7 68 75 101 15 116 227 } Percent 61.1 38.9 9.3 90.7 87.1 12.9 I 04:30 Volume 3 3 6 3 23 26 26 7 33 65 Peak Factor 0.873 High Int. 05:00 PM 04:30 PM 04:30 PM Volume 12 4 16 3 23 26 26 7 33 Peak Factor 0.563 0.721 0.879 Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data File Name : PM -Cham Rahling Road and Champlin Drive Site Code :00000000 Little Rock, AR Start Date : 03/01/2006 P-1180 Page No :1 Groups Printed- PM Count Data Church access dr. Rahling Rd. Champlin Dr. Rahling Rd. From North From East From South From West ] Start Time Right Thru I Left App' Right Thru Left App' Right Thru Left App' Right Thru Left App. Int Total Total Total Total Total Factor 1.0 1.0 1.01 1.01 1.0 j 1.0 j 1.01 1.01 1.0 1.01 1.0 j 1.0 04:00 PM 0 8 1 1 0 55 1 56 2 0 2 4 5 107 1 113 174 04:15 PM 1 0 0 1 0 60 4 64 1 0 6 7 9 92 0 101 173 04:30 PM 0 0 0 0 0 66 5 71 4 0 4 8 11 79 0 90 169 04:45 PM 1 0 0 1 0 88 3 91 2 0 3 5 5 103 1 109 206 Total 2 0 1 3, 0 269 13 282 9 0 15 24 30 381 2 413 722 05:00 PM 0 0 0 0 0 87 6 93 5 0 6 11 12 149 0 161 265 05:15 PM 0 0 0 0 1 84 5 90 3 0 4 7 9 139 1 149 246 05:30 PM 1 0 0 1 1 68 4 73 3 0 5 8 11 112 1 124 206 05:45 PM 0 0 0 0 2 65 2 fig 3 0 2 5 10 72 0 82 156 Total 1 0 0 1 4 304 17 3125 5 0 17 31 42 472 2 516 873 Grand Total 3 0 1 4 4 573 30 607 23 0 32 55 72 853 4 929 1595 Apprch % 75.0 0.0 25.0 0.7 94.4 4.9 41.8 0.0 58.2 7.8 91.8 0.4 Total % 0.2 0.0 0.1 0.3 0.3 35.9 1.9 38.1 1.4 0.0 2.0 3.4 4.5 53.5 0.3 58.2 Church access dr - Out In Total FBI 4 12 3 o Iu TNLeR 1 �► CnT010 Norlh `J' a m p a F �� �1200t3 M z _ 12008 5:45:00 PM 2 w _m n PM Count Data O� �o my A - +n T �Right f 32 0 23 o Out Z � Total chandin Dr. Peters & Associates Engineers, Inc. Peak Hours Turning Movement Count Data PM Hour Turning Movement Count Data File Name : PM -Cham Rahling Road and Champlin Drive Site Code : 00000000 Little Rock, AR Start Date : 03/01/2006 P-1180 Page No :2 Church access dr. Out In Total =6 7 [�7] 21 n �Thru htaft 1 W T L ~ �` North _ O a �� _'� ► 1 9464: 5:00 PM E—G] 5m 11/2006 5:30:00 PM W m c r 11 t 5 ��, u it 111-4 � i PM Count dsta r O w � *-iLef Ttw Iui ht T6 13 5531] B6 Out InTotal Ch=Wl' Dr Church access dr. From North Rahling Rd. From East Champlin Dr. From South Rahling Rd. From West } Start Time Right Thru Left App' Total Right Thru Left App' Total Right Thru Left App. Total Right Thru Left App. Total Int. Total 1 Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:45 PM Volume 2 0 0 2 2 327 18 347 13 0 18 31 37 503 3 543 923 Percent 100. 0.0 0.0 0.6 94.2 5.2 41.9 0.0 58.1 6.8 92.6 0.6 05:00 0 0 0 0 0 87 6 93 5 0 6 11 12 149 0 161 265 Volume Peak Factor 0.871 High Int. 04:45 PM 05:00 PM 05:00 PM 05:00 PM Volume 1 0 0 1 0 87 6 93 5 0 6 11 12 149 0 161 Peak Factor 0.500 0.933 0.705, 0.843 Church access dr. Out In Total =6 7 [�7] 21 n �Thru htaft 1 W T L ~ �` North _ O a �� _'� ► 1 9464: 5:00 PM E—G] 5m 11/2006 5:30:00 PM W m c r 11 t 5 ��, u it 111-4 � i PM Count dsta r O w � *-iLef Ttw Iui ht T6 13 5531] B6 Out InTotal Ch=Wl' Dr 3/ ^�I 4=0 W 4 o 14 PETERS & ASSOCIATES ENGINEERS, INC. Queues Timing Plan: PM Peak Hour 2: Rahling Road & Chenal Parkway 4/3/2006 -.4 --* 't f *- 4- 4\ Lane Group BBL EBT EBR WBL WBT WBR NBL NBT NBR SSL SBT SBR Lane Group Flow (vph) 261 326 185 808 441 568 179 1899 823 315 1255 185 v/c Ratio 0.68 0.74 0.33 0,94 0,47 0.55 0.27 0.95 0.43 0.92 0.82 0.26 Control Delay 60.3 61.6 30.0 55.9 32,4 15.7 42.5 34,0 2.5 85.5 43,4 5,7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80,3 61.6 30.0 55.9 32.4 15.7 42.5 34.0 2.5 85.5 43.4 5.7 Queue Length 50th (ft) 100 128 96 327 122 117 68 527 19 126 330 21 Queue Length 95th (ft) 145 180 175 #443 158 98 m83 #636 m33 #212 350 45 Internal Link Dist (ft) 456 430 1387 1433 Turn Bay Length (ft) 200 200 200 200 200 200 200 200 Base Capacity(vph) 429 472 558 862 930 1030 652 1992 1901 343 2034 732 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.69 0.33 0.94 0.47 0.55 0.27 0.95 0.43 0.92 0.62 0.25 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Page 1 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network HCM Signalized Intersection Capacity Analysis Timing Plan: PM Peak Hour 2: Rahling Road & Chenal Parkway 4/3/2006 Movement EBL EBT EBR WBL WBT WBR NBL NBT NSR SBL S5T SBR Lane Configurations ►fid tt r 3 TT rr Yf W rr )) TAT r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 0.88 0.97 0.91 0.88 0.97 0.91 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 1583 3433 3639 2787 3433 5085 2787 3433 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 3433 3539 2787 3433 5085 2787 3433 5085 1583 Volume (vph) 240 300 170 743 406 523 165 1747 757 290 1155 170 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 261 326 185 808 441 568 179 1899 823 315 1255 185 RTOR Reduction (vph) 0 0 9 0 0 19 0 0 19 0 0 58 Lane Group Flow (vph) 261 326 176 808 441 549 179 1899 804 315 1255 127 Turn Type Prot HCM Volume to Capacity ratio pm+ov Prot 120.0 pm+ov Prot Analysis Period (min) pm+ov Prot pm+ov Protected Phases 7 4 5 3 8 1 5 2 3 1 6 7 Permitted Phases 4 8 2 6 Actuated Green, G (s) 13.5 14.9 37.7 30.1 31.5 43.5 22.8 47.0 77.1 12.0 36.2 49.7 Effective Green, g (s) 13.5 14.9 37.7 30.1 31.5 43.5 22.8 47.0 77.1 12.0 36.2 49.7 Actuated g/C Ratio 0.11 0.12 0.31 0.25 0.26 0.36 0.19 0.39 0.64 0.10 0.30 0.41 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 386 439 550 861 929 1010 652 1992 1884 343 1534 656 v/s Ratio Prot 0.08 c0.09 0.06 c0.24 0.12 0.05 0.05 c0.37 0.11 c0.09 0.25 0.02 v/s Ratio Perm 0.05 0.14 0.18 0.06 v/c Ratio 0.68 0.74 0.32 0.94 0.47 0.54 0.27 0.95 0.43 0.92 0.82 0.19 Uniform Delay, d1 51.2 50.7 31.4 44.0 37.3 30.4 41.5 35.4 10.6 53.5 38.8 22.4 Progression Factor 1.00 1.00 1.00 0.83 0.81 0.70 0.96 0.75 0.26 1.00 1.00 1.00 Incremental Delay, d2 4.6 6.7 0.3 17.0 0.4 0.6 0.1 6.9 0.1 28.5 5.0 0.1 Delay (s) 55.8 57.4 31.7 53.6 30.5 21.7 40.0 33.4 2.8 82.0 43.8 22.5 Level of Service E E C D C C D C A F D C Approach Delay (s) 50.7 38.0 25.1 48.4 Approach LOS D D C D Intersection Summa HCM Average Control Delay 36.7 HCM Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 120.0 Intersection Capacity Utilization 84.9% Analysis Period (min) 15 c Critical Lane Group HCM Level of Service Sum of lost time (s) ICU Level of Service F•7 16.0 E Page 2 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network Queues Timing Plan: PM Peak Hour 5: AR Systems Drive & Chenal Parkway 4/3/2006 Lane Group EBL EBT EBR W8L WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 182 207 324 560 262 421 316 2313 252 161 2054 108 v/c Ratio 4.29 0.58 0.47 0.84 0.65 0.81 0.85 0.90 0.22 0.72 11.88 0.10 Control Delay 43.6 57.6 39.7 58.4 58.4 38.5 64.2 27.3 2.1 74.4 14.7 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.6 57.6 39.7 58.4 58.4 38.5 64.2 27.3 2.1 74.4 14.7 0.1 Queue Length 50th (ft) 61 82 118 210 103 111 124 603 19 62 287 0 Queue Length 95th (ft) 99 119 162 #311 144 154 m#191 661 m28 m76 m372 m0 Internal Link Dist (ft) 226 219 1598 659 Turn Bay Length (ft) 200 200 200 200 240 200 200 200 Base Capacity (vph) 628 472 686 683 796 519 373 2568 1146 223 2347 1101 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.44 0.47 0.82 0.33 0.81 0.85 0.90 0.22 0.72 0.88 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Page 3 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network HCM Signalized Intersection Capacity Analysis 31.1 HCM Level of Service C HCM Volume to Capacity ratio Timing Plan: PM Peak Hour 5: AR Systems Drive & Chenal Parkway 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 78.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 4/3/2006 �-0. --v f-4--- 4-- 4\ t �► l 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations M Tt rr tt rr )) ttt r )) ttt If Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 0.88 0.97 0.95 0.88 0.97 0.91 1.00 0.97 0.91 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 2787 3433 3539 2787 3433 5085 1583 3433 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 2787 3433 3539 2787 3433 5085 1583 3433 5085 1583 Volume (vph) 167 190 298 515 241 387 291 2128 232 148 1890 99 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 182 207 324 560 262 421 316 2313 252 161 2054 108 RTOR Reduction (vph) 0 0 8 0 0 21 0 0 32 0 0 32 Lane Group Flow (vph) 182 207 316 560 262 400 316 2313 220 161 2054 76 Turn Type Prot pm+ov Prot pm+ov Prot pm+ov Prot pm+ov Protected Phases 7 4 5 3 8 1 5 2 3 1 6 7 Permitted Phases 4 8 2 6 Actuated Green, G (s) 21.9 12.2 25.2 23.4 13.7 21.5 13.0 60.6 84.0 7.8 55.4 77.3 Effective Green, g (s) 21.9 12.2 25.2 23.4 13.7 21.5 13.0 60.6 84.0 7.8 55.4 77.3 Actuated g/C Ratio 0.18 0.10 0.21 0.19 0.11 0.18 0.11 0.51 0.70 0.06 0.46 0.64 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 627 360 678 669 404 499 372 2568 1108 223 2348 1072 v/s Ratio Prot 0.05 0.06 0.05 c0.16 0.07 c0.05 0.09 c0.45 0.04 0.05 c0.40 0.01 v/s Ratio Perm 0.06 0.09 0.10 0.04 v/c Ratio 0.29 0.57 0.47 0.84 0.65 0.80 0.85 0.90 0.20 0.72 0.87 0.07 Uniform Delay, d1 42.3 51.4 41.5 46.5 50.8 47.2 52.5 27.0 6.3 55.0 29.2 8.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.82 0.93 1.15 0.37 0.01 Incremental Delay, d2 0.3 2.2 0.5 9.0 3.6 9.0 12.6 4.3 0.1 6.6 3.0 0.0 Delay (s) 42.6 53.6 42.0 55.4 54.4 56.3 60.2 26.5 5.9 69.7 13.9 0.1 Level of Service D D D E D E E C A E B A Approach Delay (s) 45.5 55.5 28.4 17.1 Approach LOS D E C B Intersection Summar HCM Average Control Delay 31.1 HCM Level of Service C HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 78.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Page 4 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network Queues 200 200 200 200 Timing Plan: PM Peak Hour 9: Rahlino Road & Kirk Road Base Capacity(vph) 59 1475 2204 601 _ 4/3/2006 606 --* --* --v i 0 -4\ t 0 0 Lane Group EBL EBT EBR WBL WBT NBLNBT 0 NBR SST Lane Group Flow (vph) 7 1254 453 471 930 367 224 219 _ 9 v/c Ratio 0.12 0.85 0.21 0.83 0.44 0.36 0.37 0.36 0.10 Control Delay 60.2 34.5 0.4 62.1 13.9 35.4 7.1 6.7 45.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.2 34.5 0.4 62.1 13.9 35.4 7.1 6.7 45.0 Queue Length 50th (ft) 0 455 0 181 180 113 3 0 4 Queue Length 95th (ft) mll m554 m5 242 268 178 72 67 21 Internal Link Dist (ft) 879 950 722 327 Turn Bay Length (ft) 200 200 200 200 Base Capacity(vph) 59 1475 2204 601 2126 1031 606 605 234 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.85 0.21 0.78 0.44 0.36 0.37 0.36 0.04 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Page 5 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network HCM Signalized Intersection Capacity Analysis Timing Plan: PM Peak Hour 9: Rahling Road & Kirk Road 4/3/2006 --.* --* z 44--- 4-- 4\ t �► l -� Movement EBL EBT EBR VVBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j ++ rr ►j t_� T r 4, Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.88 0.97 0.95 0.97 0.95 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.85 0.85 0.94 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.99 Satd. Flow (prot) 1770 3539 2787 3433 3537 3433 1510 1504 1732 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.99 Satd. Flow (perm) 1770 3539 2787 3433 3537 3433 1510 1504 1732 Volume (vph) 6 1154 417 433 852 4 338 5 403 2 3 4 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 7 1254 453 471 926 4 367 5 438 2 3 4 RTOR Reduction (vph) 0 0 152 0 0 0 0 153 153 0 4 0 Lane Group Flow (vph) 7 1254 301 471 930 0 367 71 66 0 5 0 Turn Type Prot pm+ov Prot Split Perm Split Protected Phases 5 2 8 1 6 8 8 4 4 Permitted Phases 2 8 Actuated Green, G (s) 0.8 43.7 79.7 22.9 65.8 36.0 36.0 36.0 1.4 Effective Green, g (s) 0.8 43.7 79.7 22.9 65.8 36.0 36.0 36.0 1.4 Actuated g/C Ratio 0.01 0.36 0.66 0.19 0.55 0.30 0.30 0.30 0.01 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 12 1289 1944 655 1939 1030 453 451 20 v/s Ratio Prot 0.00 c0.35 0.05 c0.14 0.26 c0.11 0.05 c0.00 v/s Ratio Perm 0.06 0.04 v/c Ratio 0.58 0.97 0.15 0.72 0.48 0.36 0.16 0.15 0.25 Uniform Delay, d1 59.4 37.6 7.5 45.5 16.6 32.9 30.8 30.7 58.8 Progression Factor 1.00 0.90 0.34 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 50.0 17.7 0.1 3.8 0.9 1.0 0.7 0.7 6.6 Delay (s) 109.4 51.6 2.7 49.3 17.5 33.9 31.6 31.4 65.3 Level of Service F D A D B C C C E Approach Delay (s) 38.9 28.2 32.6 65.3 Approach LOS D C C E Intersection Summary HCM Average Control Delay 33.8 HCM Level of Service C HCM Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Page 6 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network HCM Unsignalized Intersection Capacity Analysis Timing Plan: PM Peak Hour 12: Wellington Village & Kirk Road 4/3/2006 'r 4- T �► 1 Movement WBL WBR NBT NBR SSL SBT Lane Configurations ►j r T7:, 395 82 tt Sign Control Stop 27 Free 0 0 Free Grade 0% Volume Right 0% 22 0 0% Volume (veh/h) 25 20 670 140 75 640 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 27 22 728 152 82 696 Pedestrians 0 0 9 0 0 Control Delay (s) Lane Width (ft) 11.6 0.0 0.0 10.3 0.0 0.0 Walking Speed (ft/s) E B B Percent Blockage Approach Delay (s) 26.7 0.0 1.1 Right turn flare (veh) Approach LOS D Median type None Intersection Summary Median storage veh) Average Delay Upstream signal (ft) Intersection Capacity Utilization 1191 pX, platoon unblocked 40.5% ICU Level of Service A Analysis Period (min) 15 vC, conflicting volume 1315 440 880 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1315 440 880 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 80 96 89 cM capacity (veh/h) 133 565 763 Direction. Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 27 22 486 395 82 348 348 Volume Left 27 0 0 0 82 0 0 Volume Right 0 22 0 152 0 0 0 cSH 133 565 1700 1700 763 1700 1700 Volume to Capacity 0.20 0.04 0.29 0.23 0.11 0.20 0.20 Queue Length 95th (ft) 18 3 0 0 9 0 0 Control Delay (s) 38.8 11.6 0.0 0.0 10.3 0.0 0.0 Lane LOS E B B Approach Delay (s) 26.7 0.0 1.1 Approach LOS D Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 40.5% ICU Level of Service A Analysis Period (min) 15 Page 7 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network Queues Timing Plan: PM Peak Hour 21: Wellington Village & Wellington Hills 4/3/2006 'r 4- T 10. Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 166 84 554 251 118 747 We Ratio 0.40 0.19 0.33 0.20 0.22 0.35 Control Delay 15.2 5.1 10.6 0.8 7.5 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.2 5.1 10.6 0.8 7.5 5.8 Queue Length 50th (ft) 29 0 48 0 9 36 Queue Length 95th (ft) 75 23 100 10 34 89 Internal Link Dist (ft) 185 762 337 Turn Bay Length (ft) 150 200 200 Base Capacity (vph) 781 746 2105 1269 758 2692 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.11 0.26 0.20 0.16 0.28 Intersection Summa Page 9 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network HCM Signalized Intersection Capacity Analysis Timing Plan: PM Peak Hour 21: Wellington Village & Wellington Hills 4/3/2006 'r t T 1 Movement WBL WBR NBT NBR SBL SB T Lane Configurations c0.09 r tt if 0.02 tT Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1583 3539 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.43 1.00 Satd. Flow (perm) 1770 1583 3539 1583 806 3539 Volume (vph) 153 77 510 231 109 687 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 166 84 554 251 118 747 RTOR Reduction (vph) 0 67 0 91 0 0 Lane Group Flow (vph) 166 17 554 160 118 747 Turn Type Perm pm+ov pm+pt Protected Phases 8 2 8 1 6 Permitted Phases 8 2 6 Actuated Green, G (s) 8.6 8.6 18.0 26.6 25.1 25.1 Effective Green, g (s) 8.6 8.6 18.0 26.6 25.1 25.1 Actuated g/C Ratio 0.21 0.21 0.43 0.64 0.60 0.60 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 365 326 1528 1162 557 2130 v/s Ratio Prot c0.09 15 0.16 0.03 0.02 c0.21 v/s Ratio Perm 0.01 0.07 0.11 v/c Ratio 0.45 0.05 0.36 0.14 0.21 0.35 Uniform Delay, d1 14.5 13.3 8.0 3.0 4.1 4.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.1 0.1 0.1 0.2 0.1 Delay (s) 15.4 13.4 8.1 3.1 4.3 4.3 Level of Service B B A A A A Approach Delay (s) 14.7 6.5 4.3 Approach LOS B A A Intersection Summa HCM Average Control Delay 6.6 HCM Level of Service A HCM Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 41.7 Sum of lost time (s) 8.0 Intersection Capacity Utilization 38.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Page 10 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network Queues Timing Plan: PM Peak Hour 23: Chenal Parkway & Wellington Hills --* --*� --* t 1I4/3/2006 i Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Group Flow (vph) 152 2126 71 76 2167 599 109 174 65 435 310 313 v/c Ratio 0.51 0.76 0.08 0.58 0.82 0.62 0.56 0.54 0,32 0.74 0.57 0.83 Control Delay 25.0 1.9 0.0 71.5 28.3 12.8 62.8 57.7 15.8 54.8 50.6 41,0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.0 1.9 0.0 71.5 28.3 12.8 62.8 57.7 15.8 54.8 50,6 41.0 Queue Length 50th (ft) 54 11 0 57 473 141 82 68 1 167 118 116 Queue Length 95th (ft) m54 m14 m0 #119 611 290 #153 104 43 215 154 211 Internal Link Dist (ft) 757 664 314 404 Turn Bay Length (ft) 200 150 200 150 150 150 150 150 Base Capacity(vph) 300 2782 883 140 2628 966 194 531 293 627 767 470 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.76 0.08 0.54 0.82 0.62 0.56 0.33 0.22 0.69 0.40 0.67 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Page 11 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network HCM Signalized Intersection Capacity Analysis Timing Plan: PM Peak Hour 23: Chenal Parkway & Wellington Hills 4/3/2006 --4' --W ---* 'r *-- 4\ t /a. �► l Movement EBL EBT EBR WBL WBT 'NBR NBL NST NBR SBL SBT SBR Lane Configurations )) W r ►j +tt r Vii tt r tt r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 1.00 1.00 0.95 1.00 0.97 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 5085 1583 1770 5085 1583 1770 3539 1583 3433 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 5085 1583 1770 5085 1583 1770 3539 1583 3433 3539 1583 Volume (vph) 140 1956 65 70 1994 551 100 160 60 400 285 288 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 152 2126 71 76 2167 599 109 174 65 435 310 313 RTOR Reduction (vph) 0 0 16 0 0 148 0 0 60 0 0 138 Lane Group Flow (vph) 152 2126 55 76 2167 451 109 174 5 435 310 175 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 11.3 65.7 65.7 7.6 62.0 62.0 13.2 10.1 10.1 20.6 17.5 17.5 Effective Green, g (s) 11.3 65.7 65.7 7.6 62.0 62.0 13.2 10.1 10.1 20.6 17.5 17.5 Actuated g/C Ratio 0.09 0.55 0.55 0.06 0.52 0.52 0.11 0.08 0.08 0.17 0.15 0.15 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 323 2784 867 112 2627 818 195 298 133 589 516 231 v/s Ratio Prot 0.04 c0.42 0.04 c0.43 0.06 0.05 c0.13 0.09 v/s Ratio Perm 0.03 0.28 0.00 c0.11 v/c Ratio 0.47 0.76 0.06 0.68 0.82 0.55 0.56 0.58 0.04 0.74 0.60 0.76 Uniform Delay, d1 51.5 21.1 12.7 55.0 24.4 19.6 50.6 52.9 50.5 47.1 48.0 49.2 Progression Factor 0.42 0.05 0.00 1.00 1.00 1.00 1.01 0.99 0.97 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 0.0 15.1 2.2 0.8 3.4 8.1 0.6 4.8 5.1 20.4 Delay (s) 22.1 1.4 0.0 70.1 26.7 20.4 54.4 60.6 49.8 52.0 53.1 69.6 Level of Service C A A E C C D E D D D E Approach Delay (s) 2.7 26.5 56.6 57.5 Approach LOS A C E E Intersection Summary HCM Average Control Delay 24.6 HCM Level of Service C HCM Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Page 12 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network Queues Timing Plan: PM Peak Hour 25: Kanis Rd. & Wellington Hills 4/3/2006 Lane Group WBR WBR2 SBL SBR SEL2 SEL Lane Group Flow (vph) 728 163 266 16 23 761 v/c Ratio 0.34 0.13 0.58 0.07 0.05 0.28 Control Delay 5.8 1.2 26.4 5.8 1.9 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.8 1.2 26.4 5.8 1.9 1.8 Queue Length 50th (ft) 74 0 36 0 2 35 Queue Length 95th (ft) 161 21 60 m1 m5 m58 Internal Link Dist (ft) 749 287 421 Turn Bay Length (ft) 200 200 200 200 200 Base Capacity (vph) 2135 1251 915 434 580 2746 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.13 0.29 0.04 0.04 0.28 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Page 13 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network HCM Signalized Intersection Capacity Analysis Timing Plan: PM Peak Hour 25: Kanis Rd. & Wellington Hills 4/3/2006 Movement WBR WBR2 SBL SBR SEL2 SEL Lane Configurations re r 11 r M Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. f=actor 0.88 1.00 0.97 1.00 1.00 0.97 Frt 0.85 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95 Satd. Flow (prot) 2787 1583 3433 1583 1770 3433 Fit Permitted 1.00 1.00 0.95 1.00 0.32 0.95 Satd. Flow (perm) 2787 1583 3433 1583 596 3433 Volume (vph) 670 150 245 15 21 700 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 728 163 266 16 23 761 RTOR Reduction (vph) 0 41 0 14 0 0 Lane Group Flow (vph) 728 122 266 2 23 761 Turn Type Perm Perm pm+pt Protected Phases 6 4 5 2 Permitted Phases 6 4 2 Actuated Green, G (s) 89.5 89.5 16.0 16.0 96.0 96.0 Effective Green, g (s) 89.5 89.5 16.0 16.0 96.0 96.0 Actuated g/C Ratio 0.75 0.75 0.13 0.13 0.80 0.80 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2079 1181 458 211 501 2746 v/s Ratio Prot c0.26 c0.08 0.00 c0.22 v/s Ratio Perm 0.08 0.00 0.04 v/c Ratio 0.35 0.10 0.58 0.01 0.05 0.28 Uniform Delay, dl 5.2 4.2 48.8 45.1 2.8 3.1 Progression Factor 1.00 1.00 0.45 0.28 0.55 0.48 Incremental Delay, d2 0.5 0.2 1.7 0.0 0.0 0.2 Delay (s) 5.7 4.4 23.6 12.7 1.6 1.7 Level of Service A A C B A A Approach Delay (s) 5.5 23.0 1.7 Approach LOS A C A Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group Page 14 Peters & Associates Engineers, Inc. 6.5 0.39 120.0 33.6% 15 HCM Level of Service A Sum of lost time (s) 12.0 ICU Level of Service A Projected Traffic; Proposed Geometrics P1180; Chenal Area Road Network Queues Timing Plan: PM Peak Hour 28: Chenal Parkway & Kanis Rd. 4/3/2006 --* -► --v Ir 4--- 4�- 4\ T I' �► Lane Group IBL EBT EBR WBL WBT WBR NBL NBT NBR SSL SBT Lane Group Flow (vph) 16 2299 836 204 2385 5 397 398 60 5 4 v/c Ratio 0.27 1.00 0.35 1.02 0.91 0.01 0.76 076 0.11 0,06 0,05 Control Delay 54.3 43.7 0.1 95.7 16.8 9.0 44.3 44.2 11.3 55.4 45.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.3 43.7 01 957 16.8 9.0 44.3 44.2 11.3 55.4 45.0 Queue Length 50th (ft) 12 -684 0 --86 172 0 293 293 11 4 2 Queue Length 95th (ft) m12 m#721 m0 m#122 #/769 m1 #450 #450 43 17 14 Internal Link Dist (ft) 804 757 664 161 Turn Bay Length (ft) 200 200 200 200 200 200 100 Base Capacity (vph) 59 2288 2382 200 2618 817 519 521 525 236 231 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 1.00 0.35 1.02 0.91 0.01 0.76 0.76 0.11 0,02 0.02 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Page 15 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network HCM Signalized Intersection Capacity Analysis 2187 2153 Timing Plan: PM Peak Hour 28: Chenal Parkway & Kanis Rd. 489 87 85 v/s Ratio Prot 0.01 c0.45 0.09 0.06 c0.47 c0.24 4/3/2006 c0.00 0.00 v/s Ratio Perm 0.13 0.00 0.01 v/c Ratio 0.67 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 29.1 TTS rr �) ttt r 0.73 0.44 4 r 1.12 1� 1.00 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 D Lane Util. Factor 1.00 0.91 0.88 0.97 0.91 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 0.87 Satd. Flow (prot) 1770 5085 2787 3433 5085 1583 1681 1686 1583 1770 1723 12.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 5085 2787 3433 5085 1583 1681 1686 1583 1770 1723 Volume (vph) 15 2115 769 188 2194 5 730 2 55 5 2 2 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 16 2299 836 204 2385 5 793 2 60 5 2 2 RTOR Reduction (vph) 0 0 218 0 0 2 0 0 37 0 2 0 Lane Grouo Flow (vph) 16 2299 618 204 2385 3 397 398 23 5 2 0 Turn Type Prot pm+ov Prot Perm Split Perm Split Protected Phases 5 2 8 1 6 8 8 4 4 Permitted Phases 2 6 8 Actuated Green, G (s) 1.6 51.6 88.7 9.4 59.4 59.4 37.1 37.1 37.1 5.9 5.9 Effective Green, g (s) 1.6 51.6 88.7 9.4 59.4 59.4 37.1 37.1 37.1 5.9 5.9 Actuated g/C Ratio 0.01 0.43 0.74 0.08 0.49 0.49 0.31 0.31 0.31 0.05 0.05 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 24 2187 2153 269 2517 784 520 521 489 87 85 v/s Ratio Prot 0.01 c0.45 0.09 0.06 c0.47 c0.24 0.24 c0.00 0.00 v/s Ratio Perm 0.13 0.00 0.01 v/c Ratio 0.67 1.05 0.29 0.76 0.95 0.00 0.76 0.76 0.05 0.06 0.02 Uniform Delay, d1 58.9 34.2 5.2 54.2 28.8 15.3 37.5 37.5 29.1 54.4 54.3 Progression Factor 0.89 0.95 0.00 0.73 0.44 0.73 0.89 0.89 1.12 1.00 1.00 Incremental Delay, d2 21.0 27.8 0.0 6.7 5.3 0.0 6.4 6.4 0.0 0.3 0.1 Delay (s) 73.2 60.2 0.0 46.4 17.9 11.2 39.7 39.7 32.6 54.7 54.4 Level of Service E E A D B B D D C D D Approach Delay (s) 44.3 20.1 39.2 54.6 Approach LOS D C D D Intersection Summary HCM Average Control Delay 34.2 HCM Level of Service C HCM Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 83.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Page 16 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network Queues Timing Plan: PM Peak Hour 31: Chenal Parkway & Kirk Road 4/3/2006 --* --* -V 4e *-- 4- 4% Lane Group EBI~ EBT EBR WBL WBT WSR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 186 2613 196 261 2523 389 261 152 179 377 158 185 We Ratio 0.93 0,99 0.18 0,91 0,92 0.35 0.57 0.32 0.45 0,82 0.33 0,50 Control Delay 72.9 26.4 0.4 85.6 16.5 1.1 54.2 49.2 40.9 66.3 49.4 41.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.9 26.4 0.4 85.6 16.5 1.1 54.2 49.2 40.9 66.3 49.4 41.9 Queue Length 50th (ft) 74 620 2 100 527 4 98 56 113 148 59 114 Queue Length 95tH (ft) m#90 #845 m0 m#131 354 m21 143 91 185 #222 94 189 Internal Link Dist (ft) 309 464 678 1870 Turn Bay Length (ft) 200 200 200 200 200 200 200 200 Base Capacity(vph) 200 2627 1081 286 2754 11126 458 472 400 458 472 370 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.93 0.99 0.18 0.91 0.92 0.35 0.57 0.32 0.45 0.82 0.33 0.50 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Page 17 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network HCM Signalized Intersection Capacity Analysis Timing Plan: PM Peak Hour 31: Chenal Parkway & Kirk Road 4/3/2006 -,* --1' --* 'r ~ 4\ t �► 1 -� Movement ESL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) ttt r )) ttt r )I tt jr tt � Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 5085 1583 3433 5085 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 5085 1583 3433 5085 1583 3433 3539 1583 3433 3539 1583 Volume (vph) 171 2404 180 240 2321 358 240 140 165 347 145 170 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 186 2613 196 261 2523 389 261 152 179 377 158 185 RTOR Reduction (vph) 0 0 52 0 0 57 0 0 5 0 0 15 Lane Group Flow (vph) 186 2613 144 261 2523 332 261 152 174 377 158 170 Turn Type Prot pm+ov Prot pm+ov Prot pm+ov Prot pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G (s) 7.0 62.0 78.0 10.0 65.0 81.0 16.0 16.0 26.0 16.0 16.0 23.0 Effective Green, g (s) 7.0 62.0 78.0 10.0 65.0 81.0 16.0 16.0 26.0 16.0 16.0 23.0 Actuated g/C Ratio 0.06 0.52 0.65 0.08 0.54 0.68 0.13 0.13 0.22 0.13 0.13 0.19 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 200 2627 1029 286 2754 1069 458 472 396 458 472 356 v/s Ratio Prot 0.05 c0.51 0.02 0.08 c0.50 0.04 c0.08 0.04 0.04 c0.11 0.04 0.03 v/s Ratio Perm 0.07 0.17 0.07 0.08 v/c Ratio 0.93 0.99 0.14 0.91 0.92 0.31 0.57 0.32 0.44 0.82 0.33 0.48 Uniform Delay, d1 56.3 28.8 8.1 54.6 25.0 8.0 48.8 47.1 40.7 50.6 47.2 43.2 Progression Factor 0.75 0.50 0.20 1.22 0.52 0.30 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 26.7 10.8 0.1 17.8 3.0 0.3 5.1 1.8 0.8 15.3 1.9 1.0 Delay (s) 68.7 25.2 1.8 84.2 16.1 2.8 53.8 48.9 41.5 66.0 49.1 44.2 Level of Service E C A F B A D D D E D D Approach Delay (s) 26.4 20.0 48.8 56.7 Approach LOS C C D E Intersection Summary HCM Average Control Delay 28.4 HCM Level of Service C HCM Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 80.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Page 18 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network Queues Timing Plan: PM Peak Hour 33: Chenal Parkway & Kanis Rd. 4/3/2006 Lane Group Lane Group Flow (vph) We Rano Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio �R*3*�'Nfwk%zkvjMINI MINIM &TO 2674 718 632 2527 447 530 0.94 0.35 0.92 0.63 0.92 0.51 18.6 3.3 44.9 1.4 76.2 30.9 0.0 0.0 0.0 0.1 0.0 0.0 18.6 3.3 44.9 1.5 76.2 30.9 283 42 258 47 178 177 442 m62 m#296 52 #274 235 308 410 266 200 200 200 2839 2051 687 4026 486 1046 0 0 0 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.94 0.35 0.92 0.66 0.92 0.51 Intersection Summa # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Page 19 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network HCM Signalized Intersection Capacity Analysis Timing Plan: PM Peak Hour 33: Chenal Parkway & Kanis Rd. 4/3/2006 'X � X-' *"� � -A Movement SET SER NWL NWT NEL, NER Lane Configurations Ttt r?" )) ttt 486 rr Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 0.88 0.97 0.91 0.97 0.88 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 5085 2787 3433 5085 3433 2787 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 5085 2787 3433 5085 3433 2787 Volume (vph) 2460 661 581 2325 411 488 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2674 718 632 2527 447 530 RTOR Reduction (vph) 0 8 0 0 0 1 Lane Group Flow (vph) 2674 710 632 2527 447 529 Turn Type pm+ov Prot pm+ov Protected Phases 2 3 1 6 3 1 Permitted Phases 2 3 Actuated Green, G (s) 67.0 84.0 24.0 95.0 17.0 41.0 Effective Green, g (s) 67.0 84.0 24.0 95.0 17.0 41.0 Actuated g/C Ratio 0.56 0.70 0.20 0.79 0.14 0.34 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2839 2044 687 4026 486 1045 v/s Ratio Prot c0.53 0.05 c0.18 0.50 c0.13 0.10 v/s Ratio Perm 0.21 0.09 v/c Ratio 0.94 0.35 0.92 0.63 0.92 0.51 Uniform Delay, d1 24.7 7.1 47.1 5.2 50.8 31.4 Progression Factor 0.49 0.53 0.66 0.19 1.00 1.00 Incremental Delay, d2 5.8 0.1 11.1 0.4 22.4 0.4 Delay (s) 17.9 3.8 42.3 1.4 73.2 31.8 Level of Service B A D A E C Approach Delay (s) 14.9 9.6 50.8 Approach LOS B A D Intersection Summa HCM Average Control Delay 17.3 HCM Level of Service B HCM Volume to Capacity ratio 0.93 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Page 20 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network HCM Unsignalized Intersection Capacity Analysis Timing Plan: PM Peak Hour 41: Pride Valley Drive & Kirk Road 4/3/2006 Movernent EBL EBT WBT WBR SBL SSR Lane Configurations t t if I iN Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 130 125 135 80 110 135 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 141 136 147 87 120 147 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 234 565 147 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 234 565 147 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 89 72 84 cM capacity (veh/h) 1334 435 900 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2 Volume Total 141 136 147 87 120 147 Volume Left 141 0 0 0 120 0 Volume Right 0 0 0 87 0 147 cSH 1334 1700 1700 1700 435 900 Volume to Capacity 0.11 0.08 0.09 0.05 0.28 0.16 Queue Length 95th (ft) 9 0 0 0 28 15 Control Delay (s) 8.0 0.0 0.0 0.0 16.4 9.8 Lane LOS A C A Approach Delay (s) 4.1 0.0 12.7 Approach LOS B Intersection Summary Average Delay 5.8 Intersection Capacity Utilization 30.4% ICU Level of Service A Analysis Period (min) 15 Page 21 Projected Traffic; Proposed Geometrics Peters & Associates Engineers, Inc. P1180; Chenal Area Road Network userflow Page 1 of 1 Input Volumes Total flow rates as given by the user (veh/60 min) Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Birk Road Intersection Type Roundabout No color code in this display 8D 3550 340 w U EW) JLM c Ln s 4 7 O W 04 O N 3 � s 2 i 01 YI Q p Q 470 X50 if 0 Kirk Road ` akcelik 1-001 & anociates, aaTraffic aaSIDRA G:\P1000-Plus\P1180 Whisenhunt - Kirk Road \RBT-ANALYSIS\P1180-kirk-arksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Ak��l_i.ic &Ass ❑ ciate; .Pty„4t� Generated 4/3/2006 3:24:27 PM file://CADocuments and Settings\Greg\Local Settings\Temp\1601A40B0-CC66-41EC-8D72... 4/3/2006 Intersection Summary Intersection Summary Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Page I of 1 Performance Measure Vehicles Persons Demand Flows - Total 2896 veh/h 3475 pers/h Percent Heavy Vehicles 2.0% Degree of Saturation 0.596 Effective Intersection Capacity 4859 veh/h 95% Back of Queue (ft) 119 ft 95% Back of Queue (veh) 4.7 veh Control Delay (Total) 6.33 veh-h/h 7.60 pers-h/h Control Delay (Average) 7.9 s/veh 7.9 s/pers Level of Service LOS A Level of Service (Worst Movement) LOS A Total Effective Stops 1996 veh/h 2395 pers/h Effective Stop Rate 0.69 per veh 0.69 per pers Proportion Queued 0.68 0.68 Travel Distance (Total) 1195.8 veh-mi/h 1435.0 pers-mi/h Travel Distance (Average) 2180 ft 2180 ft Travel Time (Total) 41.6 veh-h/h 49.9 pers-h/h Travel Time (Average) 51.7 secs 51.7 secs Travel Speed 28.7 mph 28.7 mph Operating Cost (Total) 564 $ /h 564 $ /h Fuel Consumption (Total) 53.9 gal/h Carbon Dioxide (Total) 510.2 kg/h Hydrocarbons (Total) 0.815 kg/h Carbon Monoxide (Total) 36.06 kg/h NOX (Total) 1.138 kg/h lakcelik & associates aaTraffic aaSIDRA G:\P1000-Plus\P1180 Whisenhunt - Kirk Road\ RBT-ANALYSIS\ P1 1 80-ki rk-a rksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Akcelik & Associates Pty Ltd Generated 4/3/2006 3:15:19 PM file://C:\Documents and Settings\Greg\Local Settings\Temp\1760F3B56-8B5F-4C4A-AIF5... 4/3/2006 Movement Summary Page 1 of 2 Movement Summary Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Roundabout Vehicle Movements Dem Deg of Aver 95% Aver Mov No Turn Flow %HV Satn Delay Level of Back of Prop. Eff. Stop Speed (veh/h) (v/c) (sec) Service Q(ue) a Queued Rate (mph) Kirk Road 32 L 54 1.9 0.437 8.0 LOS A 101 0.79 0.78 28.8 32 T 511 1.9 0.437 8.0 LOS A 101 0.79 0.78 28.8 32 R 207 1.9 0.437 8.0 LOS A 101 0.79 0.78 28.8 Approach 771 1.9 0.437 8.0 LOS A 101 0.79 0.78 28.8 Wellington Hills 22 L 114 2.0 0.413 7.3 LOS A 79 0.72 0.65 28.8 22 T 228 2.0 0.413 7.3 LOS A 79 0.72 0.65 28.8 22 R 402 2.0 0.413 7.3 LOS A 79 0.72 0.65 28.8 Approach 745 2.0 0.412 7.3 LOS A 79 0.72 0.65 28.8 n1A nVaV 42 L 380 2.0 0.352 7.6 LOS A 67 0.53 0.56 28.7 42 T 370 2.0 0.352 7.6 LOS A 67 0.53 0.56 28.7 42 R 87 2.0 0.352 7.6 LOS A 67 0.53 0.56 28.7 Approach 837 2.0 0.352 7.6 LOS A 67 0.53 0.56 28.7 Arkansas Systems 12 L 163 1.8 0.596 8.9 LOS A 119 0.72 0.81 28.5 12 T 272 1.8 0.596 8.9 LOS A 119 0.72 0.81 28.5 12 R 109 1.8 0.596 8.9 LOS A 119 0.72 0.81 28.5 Approach 543 1.8 0.596 8.9 LOS A 119 0.72 0.81 28.5 All Vehicles 2896 2.0 0.596 7.9 LOS A 119 0.68 0.69 28.7 � z akcelik & associates aaTraffIc aaSIDRA G:\P1000-Plus\P1180 Whisenhunt - Kirk Road\RBT-ANALYSIS\P1180-kirk-arksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Akcellk & Associates Pty Ltd file://CADocuments and Settings\Greg\Local Settings\Temp\{50013B15-53BD-429F-A755-... 4/3/2006 Movement Summary Generated 4/3/2006 3:15:19 PM Page 2 of 2 file://C:\Documents and Settings\Greg\Local Settings\Temp\{50013B15-53BD-429F-A755-... 4/3/2006 '-1 rl Akcelik & Associates Pty Ltd - aaSIDRA 2.1.3.356 --------------------------------------------------- �l Peters & Associates Engineers, Inc. Greg Simmons User ID: A1541 `1 Licence Type: Single Computer Time and Date of Analysis 3:24 PM, Apr 3,2006 Filename: G:\P1000-Plus\Pll80 Whisenhunt - Kirk Road\RBT-ANALYSIS\P1180-kirk-arksyst-well.OUT /Kirk -Ark Syst-Wellington Hills Projected PM Peak `)Little Rock, AR Intersection ID: 1 �aaTraffic SIDRA US Highway Capacity Manual (2000) Version RUN INFORMATION --------------- * Basic Parameters: Intersection Type: Roundabout -� Driving on the right-hand side of the road Input data specified in US units -) Default Values File No. 11 Peak flow period (for performance): 15 minutes Unit time (for volumes): 60 minutes (Total Flow Period) Delay definition: Control delay Geometric delay included l HCM Delay and Queue Models option selected J Level of Service based on: Delay (HCM method) Queue definition: Back of queue, 95th Percentile } Kirk -Ark Syst-Wellington Hills Projected PM Peak )Little Rock, AR Intersection ID: 1 Roundabout DEFAULT PARAMETERS )Default values for some of the important general parameters: (Default Values File: DEFII.SDF) 1. Basic saturation flow: 1900 tcu/h This value applies mainly to signalised intersections. For roundabouts and sign -controlled intersections, it is used for determining capacity of priority and continuous movements. 2. Through car equivalents for signalised intersections L E F T THROUGH R I G H T LV HV LV HV LV HV Normal 1.053 2.000 1.000 2.000 1.176 2.000 Restricted 1.303 2.500 1.426 2.500 3. Opposed turn parameters (Roundabout) Crit. Fol.up Min. % Exit Flow Gap Hdway Deps Opposing Left turns V V 2.5 0 Through V V 2.5 0 Right turns: V V 2.5 0 f 4. Cruise speed= 40 mi/h, Approach Distance= 1800 ft 5. Queue space per vehicle in feet Light vehicles: 25.0 Heavy vehicles: 45.0 A full list of input data defaults and ranges is given in the Input Guide part of aaSIDRA User Guide. _J I-) Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 Roundabout Table S.0 - TRAFFIC FLOW DATA Projected PM Peak ------------------------------------------------------------------------ Mov Left Through Right Flow Peak No. --------- --------- --------- Scale Flow LV HV LV HV LV HV Factor -------------------- ------------------ � )VEHICLES Demand flows in .__.._. veh/hour ------ as used by _-_-_..g_------------ the program p .-)West: Arkansas Systems 12 160 3 266 5 107 2 1.00 0.92 ------------------------------------------ ---------------------------- ^- '- ------------------------------------------------------- South: Kirk Road 32 53 1 501 10 202 4 1.00 0.92 ------_-------------------------- East: Wellington Hills No. of Av. Ent --•-------------------------------------_--- ---------------- 22 2 224 5 394 8 1.00 0.92 -----------------`---112---- ----------------------------------____------ Cap. 0-D Diam Lanes Lanes Width -)North: Kirk Road Flow Incl. Constr. Factor (ft) (ft) (ft) 42 373 8 362 7 85 2 1.00 0.92 ------------------------------------------------------------------------- West: Arkansas Systems Based on unit time = 60 minutes. 137 34 205 2 1 15.00 864 Flow Scale and Peak Hour Factor effects included in flow values. Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 Roundabout )Table R.0 - ROUNDABOUT BASIC PARAMETERS ^- '- ------------------------------------------------------- Circulating/Exiting Stream Cent Circ Insc No. of No. of Av. Ent --•-------------------------------------_--- Island Width Diam. Circ. Entry Lane Flow %HV Adjust. %Exit Cap. 0-D Diam Lanes Lanes Width (veh/ Flow Incl. Constr. Factor (ft) (ft) (ft) (ft) h) (pcu/h) Effect West: Arkansas Systems 137 34 205 2 1 15.00 864 2.0 864 0 N 0.894 _-_-----..------------------_---------_-_-_-----------------------_--- ----------------------------------------- ---------- ------------------------ South: Kirk Road 137 34 205 2 2 15.00 815 2.0 815 0 N 0.891 --------- ---- -- - - - - -------------- __)East: Wellington Hills - - -- -- ----- - - ---- --------------- --- - -- - ------------ - 137 34 205 2 2 12.00 728 2.0 728 0 N 0.883 h:Kirk Road ,fortNorth: 34 205 2 ------------------------------------------------------------------------------ 2 15.00 397 2.0 397 0 N 0.940 .1 Kirk -Ark Syst-Wellington Hills Projected PM Peak JLittle Rock, AR ,Intersection _ID: 1 l Roundabout J ,)Table R.1 - ROUNDABOUT GAP ACCEPTANCE PARAMETERS --------- ----------------------------- --- --- .Jrurn Lane Lane ---- Circulating/Exiting Stream Critical Gap No. Type Flow Aver Aver In-Bnch Prop ------------ Foll-up Rate Speed Dist Headway Bunched Hdwy Dist Headway (pcu/h) (mph) (ft) (s) (s) (ft) (s) West: Arkansas Systems Left 1 Dominant 864 Thru 1 Dominant 864 'Right 1 Dominant 864 -------------------------- r r -r South: Kirk Road Left 1 Subdominant 815 Thru 1 Subdominant 815 2 Dominant 815 Right 2 Dominant 815 -------------------------- East: Wellington Hills Left 1 Subdominant 728 Thru 1 Subdominant 728 Right 2 Dominant 728 -------------------------- North: Kirk Road '-)Left 1 Subdominant 397 Thru 1 Subdominant 397 2 Dominant 397 Right 2 Dominant 397 -------------------------- 21.9 134.1 1.15 0.457 2.82 90.6 2.29 21.9 134.1 1.15 0.457 2.82 90.6 2.29 21.9 134.1 1.15 0.457 2.82 90.6 2.29 21.0 136.1 2.00 0.646 2.85 88.0 2,30 21.0 136.1 2.00 0.646 2.85 88.0 2.30 21.0 136.1 2.00 0.646 2.40 74.1 1.93 21.0 --------------------------------------------------- 136.1 2.00 0.646 2.40 74.1 1,93 24.6 178.5 1.35 0.453 3.63 131.1 2.31 24.6 178.5 1.35 0.453 3.63 131.1 2.31 24.6 --------------------------------------------------- 178.5 1.35 0.453 3.09 111.7 1.97 23.4 311.2 2.00 0.384 3.22 110.4 2.38 23.4 311.2 2.00 0.384 3.22 110.4 2.38 23.4 311.2 2.00 0.384 2.82 96.8 2.09 23.4 --------------------------------------------------- 311.2 2.00 0.384 2.82 96.8 2.09 Environment Factor: 1.00 Entry/Circulating Flow Adjustment: Medium Priority sharing is implied for some movements (Follow-up Headway plus Intra -bunch Headway is larger than the Critical Gap). The 0-D Factor (Table R.0) allows for priority sharing and priority emphasis. Dist (Distance): Spacing, i.e. distance between the front ends of two successive vehicles across all lanes in the circulating or exiting stream -Ark Syst-Wellington Hills Projected PM Peak )Kirk )Little Rock, AR )Intersection ID: 1 Roundabout Table R.5 - ROUNDABOUT CAPACITY & LEVEL OF SERVICE - aaSIDRA & HCM MODELS --------------------------------- aaSIDRA ----------------------------------------------- HCM 2000 Lower HCM 2000 Upper MovDem --------------------- --------------------- ----------_----__--- No. Flow Cap. Deg. Av. Cap Deg Av. Cap. Deg. Av. (veh (veh Satn Delay LOS (veh Satn Delay LOS (veh Satn Delay LOS /h) /h) x (sec) /h) x (sec) /h) x (sec) ----------------------_-------___--------------------------------------------- West: Arkansas Systems 12 LTR 543 911 0.596 8.9 A - - - - NA - - - - - - - - NA - - - - l_---------------------------------- -)South: Kirk Road )--32 LTR 771 1764 0.437 ------------------------------------------------------------------------------ 8.0 A - - - - NA - - - - - - - - NA - - - - )East: Wellington Hills 22 LTR 745 1806 0.413 7.3 A - - - - NA -- - -- - - - - - NA - - - - J------------------------------------------- -------_----_----------------------- North: Kirk Road 42 LTR 837 2380 0.352 ---------------------------------------------------------------------------- 7.6 A - - - NA - - - - - - - - NA - - - NA Values for this roundabout capacity model have not been calculated because the model was not applicable for the given roundabout 1 conditions. Note that the HCM models are only applicable to single -lane roundabouts with circulating flows less than 1200 veh/h, Also note that results are not calculated for any of the models for slip lane or continuous movements. See the aaSIDRA Traffic Model Reference Guide for roundabout limits. C �1 Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 Roundabout -)Table R.6 - ROUNDABOUT ALTERNATIVE CAPACITY MODELS - -------------------------- -------------------------------------- aaSIDRA NAASRA 1986 Ger. Linear Ger. GapAcc MovDem ----------- ----------- ----------- ----------- No. Flow Cap. Deg. Cap. % Diff Cap. % Diff Cap. % Diff (veh (veh Satn (veh from (veh from (veh from ----/h)r`r/h)----x/h)-aaSIDR.A /h) aaSIDRA /h) aaSIDRA ------ ---`- --------------------- ,-)We-)West: Arkansas Systems st: LTR 543 911 0.596 867 -4.8 792 -13.1 608 -33.3 -----------------------------�-------------- South: Kirk Road 32 LTR 771 1764 0.437 1809 2.6 972 -44.9 1273 -27.8 1---- ------ -------- _-------------------------------------------- _----------- )East: Wellington Hills 22 LTR 745 1806 0.413 1948 7.9 1016 -43.7 1379 -23.6 North: Kirk Road 42 LTR 837 2380 0.352 2581 8.4 1181 -50.4 1833 -23.0 ------------------------------------------------------------ Kirk-Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR ,Intersection ID: 1 Roundabout Table S.2 - MOVEMENT CAPACITY PARAMETERS ----------------------------------------------------------------------- Mov Opposing Movement Total Prac. Prac. Lane Deg No. Demand Adjust. Cap. Deg. Spare Util Satn Flow HV Flow HV Flow (veh Satn Cap. (veh/h) (%) (veh/h) (%) (pcu/h) /h) xp M (%) x ------------------------------------ ------------------ )West: Arkansas Systems 12 LTR 543 1.8 864 2.0 864 911 0.85 43 100 0.596* ------------------------------------------------------------------------- South: Kirk Road 32 LTR 771 1.9 815 2.0 815 1764 0.85 94 100 0.437 ------------=-------------------_----------------= East Wellington- -- Hills 22 LTR 745 2.0 728 2.0 728 1806 0.85 106 94 0.413 ------------- -------------------------------------------------------------- )North: Kirk Road 42 LTR 837 2.0 397 2.0 397 2380 0.85 142 100 0.352 ----- ._..-------------------------------------------- ----------------------- Kirk-Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR JIntersection ID: 1 Roundabout J JTable S.3 - INTERSECTION PARAMETERS ---------------------------- _^-^-_ ----------------------------------------------------------- Intersection LevelService = A'of \� Worst movement Level of Service = A Average intersection delay (s) = 7.9 Largest average movement delay (s) = 8.9 Largest back of queue, 95% (ft) = 119 Performance Index = 59.18 Degree of saturation (highest) = 0.596 Practical Spare Capacity (lowest) = 43 % Effective intersection capacity, (veh/h) = 4859 Kirk -Ark Syst-Wellington Total vehicle flow (veh/h) = 2896 Total person flow (pers/h) = 3475 1.81 Total vehicle delay (veh-h/h) = 6.33 14.85 Total person delay (pers-h/h) = 7.60 ^1 Total effective vehicle stops (veh/h) = 1996 �l Total effective person stops (pers/h) 2395 0.53 Total vehicle travel (veh-mi/h) 1195.8 LL VEHICLES: Total cost ($/h) = 564.40 Total fuel (gal/h) = 53.9 7.60 Total CO2 (kg/h) = 510.16 Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR 745 0.413 1.51 1.81 7.3 0.72 0.65 79 14.85 28.8 --)Intersection ID: 1 837 0.352 1.77 -------------------------------------------------- -------------------------------_-__------------------------------------- 2.12 Roundabout 0.53 0.56 67 ---------------------- 16.08 28.7 LL VEHICLES: ,_)ALL 2896 0.596 6.33 7.60 7.9 0.68 0.69 119 Table S.5 - MOVEMENT PERFORMANCE - ---------------__-------------__---____--------------_-________---___ ---- ----------------------------------------------_---------------------------- Mov Total Total Aver. Prop. Eff. Longest Queue Perf. Aver. No. Delay Delay Delay Queued Stop 95% Back Index Speed -------------------------------------------------------------------------- (veh-h/h)(pers-h/h)(sec) --------- __ -- __ __ _------- Rate (vehs) (ft) 95% back (mph) West: Arkansas Systems 12 LTR 1.34 1.61 8.9 0.72 0.81 4.7 119 11.75 28.5 ____________________________.._..-------_-- )South: Kirk Road 32 LTR 1.72 2.06 8.0 0.79 0.78 4.0 101 16.49 28.8 -_- East: Wellington Hills 22 LTR 1.51 1.81 -------_------------------------------------------------------------- 7.3 0.72 0.65 3.1 79 14.85 28.8 North: Kirk Road 42 -------------------------------------------------------------------------- LTR 1.77 2.12 7.6 0.53 0.56 2.6 67 16.08 28.7 Kirk-Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 Roundabout Table S.6 - INTERSECTION PERFORMANCE �- - - - - -- - -- -- - - - ------ - -- -------------------- --- ---------------- _ --- _ _ ----- ---- ll Total Deg. Total Total Aver. Prop. Eff. Longest Perf. Aver. ,J Flow Satn Delay Delay Delay Queued Stop Queue Index Speed (veh/h) x (veh-h/h)(pers-h/h)(sec) Rate (ft) (mph) ---------------------------------- ,.--------__-__ --------------__--- ,)West: Arkansas Systems 543 0.596 1.34 1.61 8.9 0.72 0.81 119 11.75 28.5 -_-____-_-....___________.-----------------------.---------- _- _.--_____ )South: Kirk Road 771 0.437 1.72 2.06 8.0 0.79 0.78 101 16.49 28.8 ------------------------------------------------------------------------- `)East: Wellington Hills 745 0.413 1.51 1.81 7.3 0.72 0.65 79 14.85 28.8 ------------------- --- ------------------------------------------------------ '�JNorth: Kirk Road 837 0.352 1.77 -------------------------------------------------- -------------------------------_-__------------------------------------- 2.12 7.6 0.53 0.56 67 ---------------------- 16.08 28.7 LL VEHICLES: ,_)ALL 2896 0.596 6.33 7.60 7.9 0.68 0.69 119 59.18 28.7 - ---------------__-------------__---____--------------_-________---___ INTERSECTION (persons): 3475 0.596 7.60 7.9 0.68 0.69 59.18 28.7 ------ -------------------- ------------ -- --------- --------- __ -- __ __ _------- '--)Queue values in this table are 95% back of queue (feet). r 1 Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 Roundabout Table S.7 - LANE PERFORMANCE ---------------------------------------------------------------- Dem Queue Flow Cap Deg. Aver. Eff. 95% Back Short Lane Mov (veh (veh Satn Delay Stop ----------- Lane ] No. No. /h) /h) x (sec) Rate (vehs) (ft) (ft) ----------- _._._..._.__.._...------------------------------ --_-_------- West: Arkansas Systems 1 LTR 12 543 911 0.596 8.9 0.81 4.7 119 ----------------------------------------------------------- -- South: Kirk Road 1 LT 32 344 787 0.437 8.8 0.83 3.7 94 ] 2 TR 32 427 977 0.437 7.4 0.74 4.0 101 ------------------------------------------------------------ East: Wellington Hills 1 LT 22 343 832 0.412 8.4 0.71 3.1 79 2 R 22 402 1036 0.388 6.3 0.61 3.0 76 --------------_______.._______------------------------------- 7 North: Kirk Road 1 LT 42 386 1099 0.352 11.7 0.73 2.5 63 2 ]_____-- TR 42 _...-------------------------------------------------- 451 1281 0.352 4.1 0.41 2.6 67 Kirk-Ark Syst-Wellington Hills Projected PM Peak )Little Rock, AR )Intersection ID: 1 Roundabout Table S.8A - LANE FLOW AND CAPACITY INFORMATION ---------------- �Min Tot Lane Mov DemFlow (veh/h) Cap Cap Deg. Lane No.. No. -r - --- - - - - -- (veh (veh Satn Util Lef Thru Rig Tot /h) /h) x % _-_ _ _ ___ -__ . __----.._..__----------------------- West: Arkansas Systems 1 LTR 12 163 271 109 543 150 911 0.596 100 ------------------------ ..----------------------- 1 South: Kirk Road 1 LT 32 54 290 0 344 150 787 0.437 100 2 TR 32 0 221 206 427 150 977 0.437 100 ------------------------------------------------------- East: _ -_---_-----------_--------------------------------East: Wellington Hills 1 LT 22 114 229 0 343 150 832 0.412 100 2 R 22 0 0 402 402 150 1036 0.388 94P ----------------------------- -------------------------__ North: Kirk Road 1 LT 42 381 5 0 386 150 1099 0.352 100 2 TR 42 0 364 87 451 150 1281 0.352 100 ------------------------------------------------------- P Lane under -utilisation found by the "Program" For roundabouts, the capacity value for continuous movements is obtained as the basic saturation flow without any adjustments. Saturation flow scale applies if specified. I-) Kirk -Ark Syst-Wellington Hills Projected PM Peak ,Little Rock, AR Intersection ID: 1 J Roundabout �i Table S.14 - SUMMARY OF INPUT AND OUTPUT DATA / 1 ------------ -------- -------------------.'-___------___-___-____-____-r.-- -1 Lane Demand Flow (veh/h) Adj. Eff Grn Deg Aver. Longest Shrt No. --------------- ---- %HV Basic (secs) Sat Delay Queue Lane L T R Tot Satf. 1st 2nd x (sec) (ft) (ft) --------------------- ----------_-_--------------------------- West: Arkansas Systems west: ---------------------------------- -------------------------------- LTR 163 271 109 543 2 0.596 8.9 119 �'_)1 ------------------------------------------------------------------ 163 271 109 543 2 _�^^^0.596 Y v8.9---119-=_-^^' South: Kirk Road 1 LT 54 290 344 2 0.437 8.8 94 '-)2 TR 221 206 427 2 0.437 7.4 101 -------------------------------------------------------------------- 54 511 206 771 2 0.437 8.0 101 ----_.--- East: Wellington Hills --------_--------`----___---__-------_______ ---)1 LT 114 229 343 2 0.412 8.4 79 2 R 402 402 2 0.388 6.3 76 -__-_----------------------------------------------------_------ ---------- ------------------------------------------------------- 114 114 229 402 745 2 0.412 7.3 79 -----------------------------------------------------------------------____ ,-),North: Kirk Road LT 381 5 386 2 0.352 11.7 63 -)2 TR 364 87 451 2 0.352 4.1 67 ------------------------------------------------------------------ 381 369 87 837 2 0.352 7.6 67 ALL VEHICLES Total Max Aver. Max Flow HV X Delay Queue 2896 2 0.596 7.9 119 Notal flow period = 60 minutes.Peak flow period = 15 minutes values in this table are 95% back of queue (feet). l)Queue l Basic Saturation Flows are not adjusted at roundabouts or sign - )Note: controlled intersections and apply only to continuous lanes. I Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR )Intersection ID: 1 Roundabout Table S.15 - CAPACITY AND LEVEL OF SERVICE �'Mov--``r`r -Total Total Deg. Aver. LOS Longest Queue No. Typ Flow Cap. of Delay 95% Back (veh (veh Satn (vehs) (ft) ,) /h) /h) (v/c) (sec) --------- - -------------------- ,_)West: Arkansas Systems - --- -- - - - - ---- ---- - - -- - - - ------------ 12 LTR 543 --------------------------------------------------- 911 0.596* 8.9 9A4.7119 \� 543 0.596 8.9 A 4.7 119 ^'^ JSouth: Kirk Road 32 LTR 771 1764 0.437 8.0 A 4.0 101 --------------------------------------------------1 771 0.437 8.0 A 4.0 101 East: Wellington Hills 22 LTR 745 1806 0.413 7.3 A 3.1 79 --------------------------------------------------- 745 0.413 7.3 A 3.1 79 ------__..---------------------------------_________________-_-_-_ North: Kirk Road J 42 LTR 837 2380 0.352 7.6 A 2.6 67 837 0.352 7.6 A 2.6 67 ----------------------------------------------------------------- ALL VEHICLES: 2896 0.596 7.9 A 4.7 119 ----------------------------------------------------------------- Level of Service calculations are based on J F I average control delay including geometric delay (HCM criteria), 1 , independent of the current delay definition used. For the criteria, refer to the "Level of Service" topic in the f aaSIDRA Output Guide or the Output section of the on-line help. * Maximum v/c ratio, or critical green periods '-)Kirk-Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 Roundabout -)Table D.0 - GEOMETRIC DELAY DATA --------------------------------------------------------------- Negn Negn Negn Appr. Downstream From To Radius Speed Dist. Dist. Distance Approach Approach --------- ------------- -------- (ft) ------- (mph) ------------------------ (ft) (ft) (ft) - West: Arkansas Systems South 173.6 23.6 79.1 1800 323 East 262.1 27.5 195.4 1800 333 North 82.1 17.8 322.4 1800 555 � -------------------- ---------------------------------------------- South: Kirk Road West 82.1 17.8 322.4 1800 555 East 158.6 22.8 79.3 1800 322 North 262.1 27.5 195.4 1800 333 _- --------_ _ ---- --- --------------------------------- - - - - --- -------- East: Wellington Hills West 262.1 27.5 195.4 1800 333 South 82.1 17.8 322.4 1800 555 North 164.6 23.1 79.2 1800 322 --------------------------------------------------------------- North: Kirk Road West 158.6 22.8 79.3 1800 322 South 262.1 27.5 195.4 1800 333 East 82.1 17.8 322.4 1800 555 --------------------------------------------------------------- Maximum Negotiation (Design) Speed = 30.0 mph Downstream Distance calculated by aaSIDRA Downstream distance is distance travelled from the stopline until exit cruise speed is reached (includes negotiation distance). Acceleration distance is weighted for light and heavy vehicles. The same distance applies for both stopped and unstopped vehicles. Kirk -Ark Syst-Wellington Hills Projected PM Peak ,Little Rock, AR Intersection ID: 1 Roundabout Table D.1 - LANE DELAYS ------------------ ---------------------------------------------------------- ---- ----------------------------------------------------------------------------- __-- _----- Delay (seconds/veh) ------ ---------- Deg. Stop -line Delay Acc. Queuing Stopd Lane Mov Satn 1st 2nd Total Dec. Total MvUp (Idle) Geom.Control No. No. x dl d2 dSL do dq dqm di dig dic -------------------------------------------------------------------------- West: Arkansas Systems 1 LTR 12 0.596 2.7 1.0 3.8 4.6 0.0 0.0 0.0 5.1 8.9 --------------------------------------------------------------------- South: Kirk Road 1 LT 32 0.437 4.6 0.5 5.1 5.4 0.1 0.0 0.1 3.7 8.8 ,) 2 TR 32 0.437 3.9 0.2 4.1 5.4 0.0 0.0 0.0 3.3 7.4 0.1 ------------------------------------------------------------------------- East: Wellington Hills 0.437 0.0 1.2 Roundabout 1.3 \ East: Wellington Hills 1.5 1 LT 22 0.412 3.1 0.2 3.3 4.8 0.0 0.0 0.0 5.1 8.4 0.0 2 R 22 0.388 2.3 0.0 2.3 4.5 0.0 0.0 0.0 4.0 6.3 No. x het het ----_--_--------------------------------------------------------------------- h pq hqm West: Arkansas Systems - 1 LTR 0.596 0.63 0.07 0.11 0.81 North: Kirk Road -------------------------- . .. .. ---------------------- South: Kirk Road 1 LT 42 0.352 1.5 0.0 1.5 2.8 0.0 0.0 0.0 10.2 11.7 f- 2 TR 42 0.352 1.3 0.0 1.3 3.7 0.0 0.0 0.0 2.8 4.1 0.707 ------------------------------------------------------------------------- do is average stop -start delay for all vehicles queued and unqueued 0.532 ,) South: Kirk Road - Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR 0.1 1.1 0.1 1.2 •Intersection ID: 1 2 TR 0.437 0.0 1.2 Roundabout 1.3 \ East: Wellington Hills 1.5 1.8 2.0 2.5 1 LT 'Table D.2 - LANE STOPS 0.0 1.0 0.0 1.0 ------------------------------------------------------- --------------------------------------------------Queue 0.388 0.0 1.0 Queue Deg. -- Effective Stop Rate -- Prop. Move -up Lane Satn Geom. Overall Queued Rate No. x het het big h pq hqm West: Arkansas Systems - 1 LTR 0.596 0.63 0.07 0.11 0.81 0.718 0.17 -------------------------- . .. .. ---------------------- South: Kirk Road 1 LT 0.437 0.73 0.03 0.07 0.83 0.785 0.07 2 TR 0.437 0.67 0.01 ------------------------------------------------------- 0.07 0.74 0.796 0.03 East: Wellington Hills 1 LT 0.412 0.58 0.01 0.11 0.71 0.726 0.04 2 R 0.388 0.50 0.00 ------------------------------------------------------ 0.11 0.61 0.707 0.00 North: Kirk Road 1 LT 0.352 0.42 0.00 0.30 0.73 0.532 0.00 2 TR 0.352 0.28 0.00 0.13 0.41 0.523 0.00 -------------------------------- hig is the average valuefor allmovements in a shared lane hqm is average queue move -up rate for all vehicles queued and unqueued ---Kirk-Ark Syst-Wellington Hills Projected PM Peak SLittle Rock, AR /Intersection ID: 1 Roundabout Table D.3A - LANE QUEUES (veh) --------------------------------------------------------------------------- Deg. Ovrfl. Average (veh) Percentile (veh) Queue Lane Satn Queue ----------------- ----------------------------- Stor. No. x No Nb1 Nb2 Nb 70% 85% 90% 95% 98% Ratio __ -_----------------------------------------------------- West: Arkansas Systems 1 LTR 0.596 0.2 1.3 0.2 1.5 2.7 3.3 3.8 4.7 5.5 0.07 J-----------------------------------------------__--_------------------------- 2.2 South: Kirk Road 4.3 0.05 2.3 ---------------------------------- 2.8 1 LT 0.437 0.1 1.1 0.1 1.2 2.5 2 TR 0.437 0.0 1.2 0.0 1.3 \ East: Wellington Hills 1.5 1.8 2.0 2.5 1 LT 0.412 0.0 1.0 0.0 1.0 2 R ------------------------------------- 0.388 0.0 1.0 0.0 1.0 North: Kirk Road 1 LT 0.352 0.0 0.8 0.0 0.8 2.2 2.6 3.0 3.7 4.3 0.05 2.3 ---------------------------------- 2.8 3.2 4.0 4.6 0.06 1.8 2.2 2.5 3.1 3.6 0.04 1.7 ---------------------------------- 2.1 2.4 3.0 3.5 0.04 1.5 1.8 2.0 2.5 2.9 0.04 2 TR 0.352 0.0 0.8 0.0 0.8 1.5 1.9 2.1 2.6 3.0 0.04 --------------------------------------------------------------------------- !� Values printed in this table are back of queue (vehicles). Kirk -Ark Syst-Wellington Hills Projected PM Peak )Little Rock, AR Intersection ID: 1 Roundabout ' )Table D.3B - LANE QUEUES (feet) --------------------------------------------------------------------------- Kirk -Ark Syst-Wellington Hills Projected PM Peak Deg. Ovrfl. Average (feet) Percentile (feet) Roundabout Queue 1 Lane Satn Queue ----------------- J--________________________________________----------_-_--------_- Queue Move -up ----------------------------- App. Speeds Exit Speeds ------------- Av. Section Spd Mov ------------ ----------- 1st 2nd _______________ Stor. Running Overall No. x No Nb1 Nb2 Nb 70% 85% 90% 95% 98% Ratio 28.8 28.8 --------------------------------------------------------------------------- West: Arkansas Systems North: Kirk Road J 42 35.0 22.6 22.6 35.0 28.7 28.7 ----------------------------------------------------------------- "Running Speed" is the average speed excluding stopped periods. --- End of aaSIDRA Output 1 LTR 0.596 5 32 6 39 69 84 96 119 138 0.07 --------------------------------------------------------------------------- South: Kirk Road 1 LT 0.437 2 28 2 30 55 67 76 94 110 0.05 2 TR 0.437 1 32 1 33 59 72 82 101 117 0.06 East -____________________________________________________ Wellington -ills 1 LT 0.412 1 24 1 25 46 56 64 79 91 0.04 2 R 0.388 0 24 0 24 44 54 61 76 88 0.04 --------------------------------------------------------------------------- North: Kirk Road 1 LT 0.352 0 20 0 20 37 45 51 63 73 0.04 2 TR 0.352 0 21 0 21 39 47 54 67 77 0.04 Values printed in this table are back of queue (feet). Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR )Intersection ID: 1 Roundabout 1 Table D.4 - MOVEMENT SPEEDS (mph) J--________________________________________----------_-_--------_- Queue Move -up App. Speeds Exit Speeds ------------- Av. Section Spd Mov ------------ ----------- 1st 2nd _______________ No. Cruise Negn Negn Cruise Grn Grn Running Overall ----------------------------------------------------------------- West: Arkansas Systems 12 35.0 23.8 23.8 35.0 11.5 ----------------------------------------------------------------- 28.5 28.5 South: Kirk Road 32'T- 35_0- 25.6 25.6 35.0 13.0 )_-------------------------------------- --28_9- 28.8 -------- East: Wellington Hills 22 35.0 23.6 23.6 35.0 12.7 28.8 28.8 ----------------------------------------------------------------- North: Kirk Road J 42 35.0 22.6 22.6 35.0 28.7 28.7 ----------------------------------------------------------------- "Running Speed" is the average speed excluding stopped periods. --- End of aaSIDRA Output --- )G:\P1000-Plus\Pll80 Whisenhunt - Kirk Road\RBT-ANALYSIS\P1180-kirk-arksyst-well.OUT Produced by aaSIDRA 2.1.3.356 �_)Copyright 2000-2004 JAkcelik & Associates Pty Ltd Generated 3:24 PM, Apr 3,2006 1 degsatn Page 1 of 1 Degree of Saturation Demand Volume / Capacity (v/c) ratio Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Kirk Road Intersection Type Roundabout Color code I based on p.352 0.352 Degree of Saturation i 1\ < 0.6 0.6-0.7 m E 0.7-0.8 d p0.8-0.9 0 0.9-1.0 in kLL O� _ > 1.0 CX L to 0 Q 0.437 0.437 0. 37 Kirk Road r 2 rr akcelik 1_.MO I & associates aaTraffic aaSIDRA G:\P1000-Plus\P1180 Whisenhunt - Kirk Road \RBT-ANALYSIS\P 1 180-ki rk-arksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Akcellk & Assoclates Pty Ltd Generated 4/3/2006 3:19:59 PM file://CADocuments and Settings\Greg\Local Settings\Temp\{E29CB291-4677-4096-98AA-... 4/3/2006 aceflow Approach, Circulating and Exiting Flows Approach, circulating and exiting flow rates as used by the program (veh/h) Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Page 1 of 1 Kirk Road Intersection Type 1076 Roundabout No color code in this display 837 397 ) ti o Lf1 M �! [ri � � 2 Id — up W CO 00 i 815 772 {592 Kirk Road r z akcelik & associates aaTraffic aaSIDRA G:\P1000-Plus\P1180 Whisenhunt - Kirk Road \RBT-ANALYSIS\P1180-kirk-arksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Akcelik & Associates Pty Ltd Generated 4/3/2006 3:22:16 PM file://CADocuments and Settings\Greg\Local Settings\Temp\{FFODC5F7-OEAB-43E2-B49... 4/3/2006 los Level of Service Based on Delay (HCM method) Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Kirk Road +J L+ LOi A I LOS A LOS A LOS A LOS A LO A *1114 Kirk Road r z lakcelik J & associates aaTraffic aaSIDRA Page 1 of 1 G:\P1000-P1us\P1180 Whisenhunt - Kirk Road \RBT-ANALYSIS\P1180-kirk-arksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Akcelik & Associates Pty Ltd Generated 4/3/2006 3:24:27 PM fileWCADocuments and Settings\Greg\Local Settings\Temp\ {DEB 057A8 -693F -4420 -AAF... 4/3/2006 Intersection Type Roundabout Color code based on Level of Service M LOS A o ter- ® LOS B � LOS C O_ t. 0 LOS D � to LOS E O 3 LOS F U07 A G:\P1000-P1us\P1180 Whisenhunt - Kirk Road \RBT-ANALYSIS\P1180-kirk-arksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Akcelik & Associates Pty Ltd Generated 4/3/2006 3:24:27 PM fileWCADocuments and Settings\Greg\Local Settings\Temp\ {DEB 057A8 -693F -4420 -AAF... 4/3/2006 totalcapacity Capacity (Total) Total value per vehicle movement (veh/h) Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Page 1 of 1 Kirk Road Intersection Type Roundabout No color code 4il in this display 247 1083 1449 a � N U) O 1� L Y 4 _ L � � 1169 124 4 1 Kirk Road ' r 2 akcelik & associates aaTraffic aaSIDRA G:\P1000-Plus\P1180 Whisenhunt - Kirk Road \RBT-ANALYSIS\P1180-kirk-arksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Akcelik & Associates Pty Ltd Generated 4/3/2006 3:19:59 PM fileWCADocuments and Settings\Greg\Local Settings\Temp\185960983-6422-4B54-A69F-... 4/3/2006 psc Practical Spare Capacity Based on specified target degrees of saturation (per cent) Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Page 1 of 1 r � akcelik `. & assoclates aaTraffic aaSIDRA G:\P1000-Plus\P1180 Whisenhunt - Kirk Road \RBT-ANALYSIS\P1180-kirk-arksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Ak..celik & Associates Pty_Ltd. Generated 4/3/2006 3:19:59 PM file://CADocuments and Settings\Greg\Local Settings\Temp\{C6B6A966-DF5A-4107-A9F... 4/3/2006 trayspeed Travel Speed (Vehicles) Average travel speed including all delay effects (mph) Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Page 1 of 1 l akcelik & assoclates aaTraffc aaSIDRA G:\P1000-Plus\P1180 Whisenhunt - Kirk Road \RBT-ANALYSIS\P1180-kirk-arksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Akcelik & Associates Pty Ltd Generated 4/3/2006 3:27:33 PM file://C:\Documents and Settings\Greg\Local Settings\Temp\1070CA895-A699-4D74-9190-... 4/3/2006 Kirk Road Intersection Type Roundabout No color code in this display .7 28.7 28.7 — — A N io+ � � m rn lil � by 0 r+ 10 �� W U1 28.8 28.8 2 .8 Kirk Road l akcelik & assoclates aaTraffc aaSIDRA G:\P1000-Plus\P1180 Whisenhunt - Kirk Road \RBT-ANALYSIS\P1180-kirk-arksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Akcelik & Associates Pty Ltd Generated 4/3/2006 3:27:33 PM file://C:\Documents and Settings\Greg\Local Settings\Temp\1070CA895-A699-4D74-9190-... 4/3/2006 progflow Demand Flows - Total Total flow rates as used by the program (veh/h) Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Kirk Road 380 370 - t3 E tM 3 W rW= C L � N 511 54 Kirk Road r � akcelik & associates aaTraffic aaSIDRA G:\P1000-Plus\P1180 Whisenhunt - Kirk Road \RBT-ANALYSIS\P1180-kirk-arksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Akceiik & Associates Pty Ltd Generated 4/3/2006 3:23:12 PM Page 1 of 1 Intersection Type Roundabout No color code in this display file://C:\Documents and Settings\Greg\Local Settings\Temp\{641200DF-9B7C-4274-B446-... 4/3/2006 Akcelik & Associates - aaSIDRA 2.1.3.356 --------------------------------------------------- Peters & Associates Engineers, Inc. Greg Simmons User ID: A1541 Licence Type: Single Computer Time and Date of Analysis 3:15 PM, Apr 3,2006 Filename: G:\P1000-Plus\Pll80 Whisenhunt - Kirk Road\RBT-ANALYSIS\Pll80-kirk-arksyst-well.LIS /)Kirk -Ark Syst-Wellington Hills Projected PM Peak '-)Little Rock, AR -) INPUT DATA LISTING ------------------ MAIN OPTIONS Major Unit Input ' Line Int. Int. Def. Summ. Int. Road/ Int. Def Drive NZ User Time Versn Type Type Ctrl File Out. Geom. Fwy Coord Grp Rule Rule Levl Method No. 1 0 2 R 11 F 1 XX XX Y R N A T 5.40 PROGRAM CONTROL DATA Line Cycl Cycl Max Intg Stp Peak Flow HV Total Satf PFF Satf Type Time Incr Cycl Time Pen Per Scal Opt Per Scal *100 Estim 1 0 0 0 20 15 100 P 60 100 92 Y 1 -,INTERSECTION DATA No. Turn Perct Lane Base Prac Line Int Appr On Heavy Width Satn Deg Apprch Type No. Lanes Peds Red Vehs (ft) Flow Satn Dist Speed Al 1 2 N 2 15 1800 85 1800 35 )ROUNDABOUT DATA (INTERSECTION) Island Circ. Line Diam. Width Circ. Extra Type (ft) (ft) Lanes Bunching R1 137 34 2 0 )ROUNDABOUT DATA (APPROACHES) Island Circ. Line Appr Diam. Width Circ. Extra Type Road (ft) (ft) Lanes Bunching R2 S 137 34 2 0 R2 E 137 34 2 0 R2 N 137 34 2 0 -� R2 W 137 34 2 0 J JAPPROACH DESCRIPTION J App No. No. Ped. Cross Down 1 Line Rd Approach Road J Name App Ext Med. Con Distance SL Type Loc ------ (Description) ------ Lns Lns Width Ped Typ TOR Appr Exit Lgth A2 W Arkansas Systems 1 1 N* R 0 0 A2 S Kirk Road 2 2 N* R 0 0 A2 E Wellington Hills 2 2 N* R 0 0 A2 N Kirk Road 2 2 N* R 0 0 ,-)APPROACH DATA �� Appr Perct Appr Lane Base Prac. MOVEMENT DESCRIPTION PHF Arrvl Appr Exit Appr *100 Type Speed Speed Dist 92 3* 35 35 1800 92 3* 35 35 1800 92 3* 35 35 1800 92 3* 35 35 1800 Appr------------------ V E H I C L E S------------------- --PEDS . -- Line Road Exit Mov Exit Mov Exit Mov Exit Mov Mov Mov Type Locn Road Trn No. Road Trn No. Road Trn No. Road Trn No. No. No. A4 W N L 12 E T 12 S R 12 W L A4 S W L 32 N T 32 E R 32 S L A4 E S L 22 W T 22 N R 22 E L A4 N E L 42 S T 42 W R 42 N L )VEHICLE VOLUMES Appr Line Veh Road ---- Volume of Traffic Turning TO APPROACH ---- Type Class Locn S SE E NE N NW W SW A5 TOT W 100 250 150 A5 %HV W 2 2 2 A5 TOT S 190 470 50 A5 %HV S 2 2 2 A5 TOT E 105 370 210 A5 %HV E 2 2 2 A5 TOT N 340 350 l A5 %HV N 2 2 )PEDESTRIAN VOLUMES J Line Vol. of Pedestrians in Front of Approach Type S SE E NE N NW W A6 LANE DATA SW 80 2 Appr SL Lane Basic Lane SL Line Road Heavy Grade Width Satn Deg. Lane Type Locn Vehs M (ft) Flow Satn Locn A3 W 2 0 15 1800 85 /hour A3 S 2 0 15 1800 85 15 A3 E 2 0 15 1800 85 LT A3 N 2 0 15 1800 85 MOVEMENT DESCRIPTION PHF Arrvl Appr Exit Appr *100 Type Speed Speed Dist 92 3* 35 35 1800 92 3* 35 35 1800 92 3* 35 35 1800 92 3* 35 35 1800 Appr------------------ V E H I C L E S------------------- --PEDS . -- Line Road Exit Mov Exit Mov Exit Mov Exit Mov Mov Mov Type Locn Road Trn No. Road Trn No. Road Trn No. Road Trn No. No. No. A4 W N L 12 E T 12 S R 12 W L A4 S W L 32 N T 32 E R 32 S L A4 E S L 22 W T 22 N R 22 E L A4 N E L 42 S T 42 W R 42 N L )VEHICLE VOLUMES Appr Line Veh Road ---- Volume of Traffic Turning TO APPROACH ---- Type Class Locn S SE E NE N NW W SW A5 TOT W 100 250 150 A5 %HV W 2 2 2 A5 TOT S 190 470 50 A5 %HV S 2 2 2 A5 TOT E 105 370 210 A5 %HV E 2 2 2 A5 TOT N 340 350 l A5 %HV N 2 2 )PEDESTRIAN VOLUMES J Line Vol. of Pedestrians in Front of Approach Type S SE E NE N NW W A6 LANE DATA SW 80 2 Appr SL Lane Basic Lane SL No.of Bus Line Road Lane Lane Lane Length Width Satn Util Green Park Stops Type Locn No. Dis. Type (ft) (ft) Flow (%) Const Manvs /hour A8 W 1 LTR 1 N* 15 1800 100 A8 S 1 LT 1 N* 15 1800 100 A8 S 2 TR 1 N* 15 1800 100 A8 E 1 LTR 1 N* 12 1800 100 A8 E 2 R 1 N* 12 1800 100 A8 N 1 LT 1 N* 15 1800 100 A8 N 2 TR 1 N* 15 1800 100 —SHARED LANE DATA --- FIRST MOVEMENT --- --- SECOND MOVEMENT --- Appr Free Basic SL Free Basic SL Line Road Lane Mov Queue Satn Grn Mov Queue Satn Grn Type Locn No. No. (veh) Flow Con No. (veh) Flow Con A9 W 1 12 0 1800 N 12 0 1800 N A9 S 1 32 0 1800 N 32 0 1800 N A9 S 2 32 0 1800 N 32 0 1800 N A9 E 1 22 0 1800 N 22 0 1800 N A9 N 1 42 0 1800 N 42 0 1800 N A9 N 2 42 0 1800 N 42 0 1800 N \-) JPHASING AND PRIORITIES j Opd Opd Opd Opd Opd Opd Opd i1 Line Road -- Negotiation radius for traffic exiting TO APPROACH -- i Type Locn S SE E NE N NW W SW W A21 W P P P S Line Phase Mov Ped Mov Ped Mov Ped Type Name No. Dum No. Dum No. Dum A14 ZZ 32 LTR 22 LTR 42 LTR 12 L 5 32 6 NEGOTIATION 22 RADIUS (GEOMETRIC DATA) l� Appr C J 6 Mov Ped Mov Ped Mov Ped Mov Ped No. Dum No. Dum No. Dum No. Dum 12 LTR A21 N P P NEGOTIATION SPEED (GEOMETRIC DATA) Appr 1 Line Road -- Negotiation radius for traffic exiting TO APPROACH -- Type Type Locn S SE E NE N NW W SW W A21 W P P P S P P P A21 S P P P Mov A21 E P P P A21 N P P NEGOTIATION SPEED (GEOMETRIC DATA) Appr 1 _1 A22 N P P JI NEGOTIATION DISTANCE (GEOMETRIC DATA) Appr P Line Line Road -- Negotiation speed for traffic exiting TO APPROACH -- Type l Type Locn S SE E NE N NW W SW A23 A22 W P P P A23 A22 S P P P A23 A22 E P P P _1 A22 N P P JI NEGOTIATION DISTANCE (GEOMETRIC DATA) Appr P Line Road -- Negotiation distance for traffic exiting TO APPROACH -- Type l Locn S SE E NE N NW W SW A23 W P P P 32 A23 S P P P A23 E P P P A23 N P P MOVEMENT DATA )(Mov.Type: P=Pedestrian) Line Mov. Mov. Type Type No. 4 DATA 12 4 85 32 4 22 4 42 )MOVEMENT DATA (2) Mov Opsd Satn Flow Line Mov ----------- lst2nd Type No. Grn Grn 5 12 L 5 32 6 5 22 C 5 42 12 J Grad. Deg.Satn (%) 85 0 0 MOVEMENT DATA (OPPOSING .J 0 0 85 0 0 Opsd ' -) Line Mov Opsd App/ Turn/ Type No. Turn Mov Flow 6 12 L C 6 12 T C 6 12 R C J 6 32 L C 6 32 T C `) 6 32 R C .J P Prac. Grad. Deg.Satn (%) 85 0 0 85 0 0 85 0 0 85 0 0 Opposing Approaches/Movements ---------------------------------- App/ Turn/ App/ Turn/ App/ Turn/ Mov Flow Mov Flow Mov Flow Turn Type/ Radius/Peds L R 0 0 0 0 0 0 0 0 App/ Turn/ Mov Flow 6 22 L C 6 22 T C 6 22 R C 6 42 L C 6 42 T C 6 42 R C r� OPPOSED TURN PARAMETERS Line Opsd Crit Fol.up Min Exit Type Mov Opsd Gap Hdway Deps Flow No. Turn (*10) (*10) (*10) M 7 12 L V V 25 0 7 12 T V V 25 0 7 12 R V V 25 0 7 32 L V V 25 0 7 32 T V V 25 0 7 32 R V V 25 0 7 22 L V V 25 0 7 22 T V V 25 0 7 22 R V V 25 0 7 42 L V V 25 0 7 42 T V V 25 0 7 42 R V V 25 0 MOVEMENT GROUPING DEFINITION Line Grp Mov Mov Mov Mov Mov Mov Mov Mov ---- GROUP DESCRIPTION ---- Type No. No. No. No. No. No. No. No. No. 11 1 12 Arkansas Systems 11 2 32 Kirk Road 11 3 22 Wellington Hills 11 4 42 Kirk Road DATA FOR MOVEMENT GROUPINGS Line Group Flow Delay Stop Queue Type No. Scale Weight Weight Weight % 100wl 100w2 100w3 12 2 1 100 100 100 100 0 0 12 2 2 100 100 100 100 0 0 12 2 3 100 100 100 100 0 0 12 2 4 100 100 100 100 0 0 DATA FOR FUEL/EMISSIONS/COST N-- Group Idling Steady Speed Veh. Power Coeffs Alphanumeric No. Rate ------------ Mass (*10E4) Description (/h) A B (lb)------------- --------_--__-- (*1000)(*10E4)(*10E8) Betal Beta2 Name Unit 1 All parameters program calculated 2 All parameters program calculated 3 All parameters program calculated 4 All parameters program calculated ;,MOVEMENT DATA (1) Approach Queue Space PHF Arrival & (ft/veh) *100 Control `-� Line Mov Speed Dist. ----------- Type Type No. (mi/h) (ft) LV HV & Coord. 15 12 35 1800 0 0 25 45 0 92 R 15 32 35 1800 0 0 25 45 0 92 R 15 22 35 1800 0 0 25 45 0 92 R ,i 15 42 35 1800 0 0 25 45 0 92 R j VARIABLE FLOW SCALE DATA '1 F L O W S C A L E S Line User/ Groups --------------- ------------------------------ -- Type Prog 1st 2nd 3rd 4th 5th 6th 7th 8th 9th 10th 11th 12th 22 N 100 140 2 ')End of Input Data Listing from file: VP1000-Plus\P1180 Whisenhunt - Kirk Road\RBT-ANALYSIS\Pll80-kirk-arksyst-well.DAT I RUNTIME INFORMATION Undertaking aaSIDRA run: Kirk -Ark Syst-Wellington Hills Projected PM Peak calculating Capacities alculating Performance Results and Writing Main Output File: T\P1000-Plus\P1180 Whisenhunt - Kirk Road\RBT-ANALYSIS\P1180-kirk-arksyst-well.OUT G:\P1000-Plus\Pll80 Whisenhunt - Kirk Road\RBT-ANALYSIS\Pll80-kirk-arksyst-well.LIS Produced by aaSIDRA 2.1.3.356 ,Copyright 2000-2004 lAkcelik & Associates Pty Ltd JGenerated 3:15 PM, Apr 3,2006 .i queuedist Page 1 of 1 Queue Distance Largest 950/o Back of Queue for any lane used by movement (feet) Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Kirk Road Intersection Type Roundabout i Color code +J L+ based on 6. 67 Queue Storage 67 Ratio < 0.6 0.6-0.7 w � Em 0.7-0.8 r 0.8-0.9 7 I) 0 0.9-1.0 > 1.0 = w In m 101 101 1 1 Kirk Road r 2 akcelik & associates aaTraff i c aaSIDRA G:\P1000-P1us\P1180 Whisenhunt - Kirk Road\ RBT-ANALYSIS\ P 1 180-kirk-arksyst-well Produced by aaSIDRA 2.1.3.356 Copyright© 2000-2005 Al ellk a Associates Pty -kW Generated 4/3/2006 3:24:27 PM file://CADocuments and Settings\Greg\Local Settings\Temp\131AB2F8C-F32A-46A4-AOD... 4/3/2006 Akcelik & Associates Pty Ltd - aaSIDRA 2.1.3.356 --------------------------------------------------- Peters & Associates Engineers, Inc. Greg Simmons User ID: A1541 Licence Type: Single Computer Time and Date of Analysis 3:24 PM, Apr 3,2006 Filename: G:\P1000-Plus\P1180 Whisenhunt - Kirk Road\RBT-ANALYSIS\Pll80-kirk-arksyst-well.OUT i Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 aaTraffic SIDRA US Highway Capacity Manual (2000) Version RUN INFORMATION --------------- * Basic Parameters: Intersection Type: Roundabout Driving on the right-hand side of the road Input data specified in US units Default Values File No. 11 Peak flow period (for performance): 15 minutes Unit time (for volumes): 60 minutes (Total Flow Period) Delay definition: Control delay Geometric delay included HCM Delay and Queue Models option selected Level of Service based on: Delay (HCM method) Queue definition: Back of queue, 95th Percentile Kirk -Ark Syst-Wellington Hills Projected PM Peak )Little Rock, AR Intersection ID: 1 Roundabout )DEFAULT PARAMETERS ------------------ )Default values for some of the important general parameters: )(Default Values File: DEFII.SDF) 1. Basic saturation flow: 1900 tcu/h This value applies mainly to signalised intersections. For roundabouts and sign -controlled intersections, it is used for determining capacity of priority and continuous movements. 2. Through car equivalents for signalised intersections L E F T THROUGH R I G H T LV HV LV HV LV HV Normal 1.053 2.000 1.000 2.000 1.176 2.000 Restricted 1.303 2.500 1.426 2.500 3. Opposed turn parameters (Roundabout) Crit. Fol.up Min.% Exit Flow Gap Hdway Deps Opposing Left turns V V 2.5 0 J Through V V 2.5 0 J Right turns: V V 2.5 0 4. Cruise speed= 40 mi/h, Approach Distance= 1800 ft 5. Queue space per vehicle in feet Light vehicles: 25.0 Heavy vehicles: 45.0 J A full list of input data defaults and ranges is given in the Input Guide part of aaSIDRA User Guide. Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 Roundabout Table S.0 - TRAFFIC FLOW DATA Mov Left Through Right Flow Peak No. --------- --------- --------- Scale Flow r LV HV LV HV LV HV Factor ------------------------------------------------------------------------ ')VEHICLES Demand flows in veh/hour as used by the program -West: Arkansas Systems 12 160 3 266 5 107 2 1.00 0.92 ------------------------------------------------------------------------ South: Kirk Road 32 53 1 501 10 202 4 1.00 0.92 -- _ _ -------------------------------------------------------------------------- ')East: Wellington Hills 22 112 2 224 5 394 8 1.00 0.92 ------------------------------------------------------------------------ --)North: Kirk Road 42 373 8 362 7 85 2 1.00 0.92 ------------------------------------------------------------------------ Based on unit time = 60 minutes. )Flow Scale and Peak Hour Factor effects included in flow values. Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR )Intersection ID: 1 Roundabout Table R.0 - ROUNDABOUT BASIC PARAMETERS ------------------------------------------------------------------------------ Circulating/Exiting Stream Cent Circ Insc No.of No.of Av.Ent------_--..______________________________ Island Width Diam. Circ. Entry Lane Flow %HV Adjust. °%Exit Cap. O -D Diam Lanes Lanes Width (veh/ Flow Incl. Constr. Factor (ft) (ft) (ft) (ft) h) (pcu/h) Effect ---------------- -----„_ __________---___-__----__------..____---__-_-_---_--- West: Arkansas Systems -_� 137 34 205 2 1 15.00 864 2.0 864 0 N 0.894 ------------------------------------------------------------------------------ South: Kirk Road 137 34 205 2 2 15.00 815 2.0 815 0 N 0.891 ------ ------------------------------------------------------- ,_)East: Wellington Hills 137 34 205 2 2 12.00 728 2.0 728 0 N 0.883 -------------------------------------------------------------------------------- North: Kirk Road -� 137 34 205 2 2 15.00 397 2.0 397 0 N 0.940 Kirk -Ark Syst-Wellington Hills Projected PM Peak —)Little Rock, AR Intersection ID: 1 Roundabout Table R.1 - ROUNDABOUT GAP ACCEPTANCE PARAMETERS ,_)TurnLaner`Lane ----^Circulating/Exiting Stream --- No. Type Flow Aver Aver In-Bnch Prop Rate Speed Dist Headway Bunched (pcu/h) (mph) (ft) (s) ------------------------------------------------------ Critical Gap ------------ Foll-up Hdwy Dist Headway (s) (ft) (s) West: Arkansas Systems Kirk -Ark Syst-Wellington Hills Projected PM Peak .Little Rock, AR /--)Left 1 Dominant 864 21.9 134.1 1.15 0.457 2.82 90.6 2.29 Thru 1 Dominant 864 21.9 134.1 1.15 0.457 2.82 90.6 2.29 ' /-) Right 1 Dominant 864 21.9 134.1 1.15 0.457 2.82 90.6 2.29 -------.. South: _ ..___-..________________ Kirk Road Satn Delay LOS /h) /h) x (sec) ----------------------------------------------------------------------------- /h) x (sec) _---..__. _ 1 Subdominant 815 21.0 136.1 2.00 0.646 2.85 88.0 2.30 ,-)Left • �Thru 1 Subdominant 815 21.0 136.1 2.00 0.646 2.85 88.0 2.30 Right 2 Dominant 2 Dominant 815 815 21.0 21.0 136.1 136.1 2.00 2.00 0.646 0.646 2.40 2.40 74.1 74.1 1.93 1.93 ----------------------------------------------------------------------------- East: Wellington Hills Left 1 Subdominant 728 24.6 178.5 1.35 0.453 3.63 131.1 2.31 Thru 1 Subdominant 728 24.6 178.5 1.35 0.453 3.63 131.1 2.31 Right 2 Dominant 728 24.6 178.5 1.35 0.453 3.09 111.7 1.97 -------------------------------------------- North Kirk Road --)Left 1 Subdominant 397 23.4 311.2 2.00 0.384 3.22 110.4 2.38 Thru 1 Subdominant 397 23.4 311.2 2.00 0.384 3.22 110.4 2.38 2 Dominant 397 23.4 311.2 2.00 0.384 2.82 96.8 2.09 Right 2 Dominant 2.00 0.384 2.82 96.8 2.09 ------�--- _____397___23_4_^_311.2- ------------------------------------- { Environment Factor: 1.00 Entry/Circulating Flow Adjustment: Medium y Priority sharing is implied for some movements (Follow-up Headway plus Intra -bunch Headway is larger than the Critical Gap). The 0-D Factor (Table R.0) allows for priority sharing and priority emphasis. Dist (Distance): Spacing, i.e. distance between the front ends of two successive vehicles across all lanes in the circulating or exiting stream West: Arkansas Systems 12 LTR 543 911 0.596 T ` ,)South: Kirk Road 32 LTR 771 1764 0.437 ,East: Wellington Hills )East: LTR 745 1806 0.413 �-- --------------------__-- North: Kirk Road �1 42 LTR 837 2380 0.352 1------------------ ----- 8.9 A - -- - - NA - - - - - - - - NA - - - - ------------------------------------------------- 8.0 A - - - - NA - - - - - - - - NA - - - - ------------------------------------------------- 7.3 A - - - - NA - - - - - - - - NA - - - - ------------------------------------------------- 7.6 A - - - - NA - - - - - - - - NA - - - - ------------------------------------------------ NA Values for this roundabout capacity model have not been calculated because the model was not applicable for the given roundabout conditions. Note that the HCM models are only applicable to single -lane roundabouts with circulating flows less than 1200 veh/h. Also note that results are not calculated for any of the models for J slip lane or continuous movements. See the aaSIDRA Traffic Model Reference Guide for roundabout limits. �J Kirk -Ark Syst-Wellington Hills Projected PM Peak .Little Rock, AR ,Intersection ID: 1 Roundabout )Table R.5 - ROUNDABOUT CAPACITY & LEVEL OF SERVICE - aaSIDRA & HCM MODELS ------------------ --------------------- aaSIDRA HCM 2000 Lower HCM 2000 Upper 1 Mov Dem -------------------- -------------------- ......___.._.._--_--_---- No. Flow Cap. Deg. Av. Cap Deg Av. Cap. Deg. Av. (veh (veh Satn Delay LOS (veh Satn Delay LOS (veh Satn Delay LOS /h) /h) x (sec) ----------------------------------------------------------------------------- /h) x (sec) /h) x (sec) West: Arkansas Systems 12 LTR 543 911 0.596 T ` ,)South: Kirk Road 32 LTR 771 1764 0.437 ,East: Wellington Hills )East: LTR 745 1806 0.413 �-- --------------------__-- North: Kirk Road �1 42 LTR 837 2380 0.352 1------------------ ----- 8.9 A - -- - - NA - - - - - - - - NA - - - - ------------------------------------------------- 8.0 A - - - - NA - - - - - - - - NA - - - - ------------------------------------------------- 7.3 A - - - - NA - - - - - - - - NA - - - - ------------------------------------------------- 7.6 A - - - - NA - - - - - - - - NA - - - - ------------------------------------------------ NA Values for this roundabout capacity model have not been calculated because the model was not applicable for the given roundabout conditions. Note that the HCM models are only applicable to single -lane roundabouts with circulating flows less than 1200 veh/h. Also note that results are not calculated for any of the models for J slip lane or continuous movements. See the aaSIDRA Traffic Model Reference Guide for roundabout limits. �J '1 '1 ,r1Kirk-Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 Roundabout -)Table R.6 - ROUNDABOUT ALTERNATIVE CAPACITY MODELS -__.. - -^ - '^ r aaSIDRANAASRA1986Ger. Linear Ger. GapAcc •� Mov Dem ------------- ----------- ------------ -------- ._...- No. Flow Cap. Deg. Cap. % Diff Cap. % Diff Cap. % Diff (veh (veh Satn (veh from (veh from (veh from '-^-^/h)---/h) x /h) aaSIDRA /h) aaSIDRA /h) aaSIDRA -- �----------------------------------------------_-- .-)West: Arkansas Systems 12 LTR 543 911 0.596 867 -4.8 792 -13.1 608 -33.3 ---_-----_-_-.---------------------------------- South KirkRoad 32 LTR 771 1764 0.437 1809 2.6 972 -44.9 1273 -27.8 ---------------- ---------_ ------_--.------.--_-_------------ )East: Wellington Hills 22 LTR 745 1806 0.413 1948 7.9 1016 -43.7 1379 -23.6 -- --------------------------------------------------------------- -)North: Kirk Road 42 LTR 837 2380 0.352 2581 8.4 1181 -50.4 1833 -23.0 )Little Syst-Wellington Hills Projected PM Peak /Little Rock, AR )Intersection ID: 1 Roundabout Table S.2 - MOVEMENT CAPACITY PARAMETERS ------------------------------------------------------------------------- Mov Opposing Movement Total Prac. Prac. Lane Deg. No. Demand Adjust. Cap. Deg. Spare Util Satn Flow HV Flow HV Flow (veh Satn Cap. (veh/h) M (veh/h) (%) (pcu/h) /h) xp (%) (%) x ------------------------------------------------------------------------- West: Arkansas Systems 12 LTR 543 1.8 864 2.0 864 911 0.85 43 100 0.596* �- _---------------------------------------------- ---------------- South: Kirk Road 32 LTR 771 1.9 815 2.0 815 1764 0.85 94 100 0.437 --------------------------------------------_---------------- -_ East: Wellington Hills 22 LTR 745 2.0 728 2.0 728 1806 0.85 106 94 0.413 _- - - ------------------------------------------------------------- )North: Kirk Road 42 LTR 837 2.0 397 2.0 397 2380 0.85 142 100 0.352 )Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 Roundabout .J JTable S.3 - INTERSECTION PARAMETERS --------------------------------------------- Intersection Level of Service = Worst movement Level of Service = Average intersection delay (s) _ Largest average movement delay (s) _ Largest back of queue, 95% (ft) _ Performance Index = Degree of saturation (highest) _ Practical Spare Capacity (lowest) _ A A 7.9 8.9 119 59.18 0.596 43 % Effective intersection capacity, (veh/h) = 4859 Total vehicle flow (veh/h) = 2896 Total person flow (pers/h) = 3475 Total vehicle delay (veh-h/h) = 6.33 Total person delay (pers-h/h) = 7.60 Total effective vehicle stops (veh/h) = 1996 Total effective person stops (pers/h) = 2395 1 Total vehicle travel (veh-mi/h) = 1195.8 Total cost ($/h) = 564.40 Total fuel (gal/h) = 53.9 Total CO2 (kg/h) = 510.16 / ) Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR ,Intersection ID: 1 Roundabout ')Table S.5 - MOVEMENT PERFORMANCE --'^'^Total Mov ^^^` Total Aver. ` Prop Eff. Longestr Queue No. Delay Delay Delay Queued Stop 95% Back (veh-h/h)(pers-h/h)(sec) Rate (vehs) (ft) West: Arkansas Systems 12 LTR 1.34 1.61 8.9 0.72 0.81 4.7 119 _---_-_------------------------------------------------------- )South: Kirk Road 32 LTR 1.72 2.06 8.0 0.79 0.78 4.0 101 ----------------------------------------------------- ------ )East: Wellington Hills 22 LTR 1.51 1.81 7.3 0.72 0.65 3.1 79 -----------------------------------------------_------------- North: Kirk Road 42 LTR 1.77 2.12 7.6 0.53 0.56 2.6 67 ------------------------------------------------------------- ------------ Perf. Aver. Index Speed (mph) ------------ 11.75 28.5 16_ --- 4928_8 14.85 --- 28_8 16.08 28.7 -------------- Kirk-Ark Syst-Wellington Hills Projected PM Peak )Little Rock, AR Intersection ID: 1 Roundabout Table S.6 - INTERSECTION PERFORMANCE Total Deg. Total Total Aver. Prop. Eff. Longest Perf. Flow Satn Delay Delay Delay Queued Stop Queue Index }(veh/h) x (veh-h/h)(pers-h/h)(sec) Rate (ft) --------------------------------- - --_-_._...-_ ________ )West Arkansas Systems 543 0.596 1.34 1.61 8.9 0.72 0.81 119 11.75 i--------------------------------------------------------------------- fouthKirk Road 771 0.437 1.72 2.06 8.0 0.79 0.78 101 16.49 : ----------------------..--_______________________-__-__..___________ �JEast: Wellington Hills J 745 0.413 1.51 1.81 7.3 0.72 0.65 79 14.85 ------------------------------------------------------------------- .JNorth: Kirk Road 837 0.352 1.77 2.12 7.6 0.53 0.56 67 16.08 ------------------------------------------------------------------ BALL VEHICLES: 2896 0.596 6.33 7.60 7.9 0.68 0.69 119 59.18 ►---------------------------------------------------------------------- INTERSECTION (persons): 3475 0.596 7.60 7.9 0.68 0.69 59.18 ` r - «'-- __ Queue values inthis table are95oback of queue (feet) Aver. Speed (mph) 28.5 28.8 28.8 28.7 28.7 28.7 Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 Roundabout .)Table S.7 - LANE PERFORMANCE Dem Q u e u e Flow Cap Deg. Aver. Eff. 95% Back Short Lane Mov (veh (veh Satn Delay Stop ----------- Lane 1 No. No. /h) /h) x (sec) Rate (vehs) (ft) (ft) ---------------------------------------------------------------- )Kirk-Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR )Intersection ID: 1 Roundabout )Table S.8A - LANE FLOW AND CAPACITY INFORMATION � ------------------ ---------------- ------------------- Min Tot -- Lane Mov Dem Flow (veh/h) Cap Cap Deg. Lane No: No. ------------------- (veh (veh Satn Util Lef Thru Rig Tot /h) /h) x % ------- - __-- _-----_-_-— -------------------------- West: Arkansas Systems 1 LTR 12 163 271 109 543 150 911 0.596 100 ----------------------------------------------------- 1 Kirk Road South: J 1 LT 32 54 290 0 344 150 787 0.437 100 2 TR 32 0 221 206 427 150 977 0.437 100 ---_-_-_-_--g______________________________w__-___---- East Wellington Hills 1 LT 22 114 229 0 343 150 832 0.412 100 2 R 22 0 0 402 402 150 1036 0.388 94P ------------------------------------------------------- North: Kirk Road 1 LT 42 381 5 0 386 150 1099 0.352 100 2 TR 42 0 364 87 451 150 1281 0.352 100 ----------- -- - -- --- --- - -- ------------ --------------------- P Lane under -utilisation found by the "Program" `� For roundabouts, the capacity value for continuous movements is obtained as the basic saturation flow without any adjustments. Saturation flow scale applies if specified. \ ) Kirk -Ark Syst-Wellington Hills Projected PM Peak JLittle Rock, AR ,Intersection ID: 1 Roundabout J Table 5.14 - SUMMARY OF INPUT AND OUTPUT DATA i West: Arkansas Systems --------------------------------------------------------- 1 LTR 12 543 911 0.596 8.9 0.81 4.7 119 South: Kirk Road 1 LT 32 344 787 0.437 8.8 0.83 3.7 94 1 2 TR 32 427 977 0.437 7.4 0.74 4.0 101 --------------------------------------------------------- East: Wellington Hills 1 LT 22 343 832 0.412 8.4 0.71 3.1 79 2 R 22 402 1036 0.388 6.3 0.61 3.0 76 --------------------------------------------------------- North: Kirk Road y 1 LT 42 386 1099 0.352 11.7 0.73 2.5 63 2 TR 42 451 1281 0.352 4.1 0.41 2.6 67 ----------------------------------------------------------- )Kirk-Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR )Intersection ID: 1 Roundabout )Table S.8A - LANE FLOW AND CAPACITY INFORMATION � ------------------ ---------------- ------------------- Min Tot -- Lane Mov Dem Flow (veh/h) Cap Cap Deg. Lane No: No. ------------------- (veh (veh Satn Util Lef Thru Rig Tot /h) /h) x % ------- - __-- _-----_-_-— -------------------------- West: Arkansas Systems 1 LTR 12 163 271 109 543 150 911 0.596 100 ----------------------------------------------------- 1 Kirk Road South: J 1 LT 32 54 290 0 344 150 787 0.437 100 2 TR 32 0 221 206 427 150 977 0.437 100 ---_-_-_-_--g______________________________w__-___---- East Wellington Hills 1 LT 22 114 229 0 343 150 832 0.412 100 2 R 22 0 0 402 402 150 1036 0.388 94P ------------------------------------------------------- North: Kirk Road 1 LT 42 381 5 0 386 150 1099 0.352 100 2 TR 42 0 364 87 451 150 1281 0.352 100 ----------- -- - -- --- --- - -- ------------ --------------------- P Lane under -utilisation found by the "Program" `� For roundabouts, the capacity value for continuous movements is obtained as the basic saturation flow without any adjustments. Saturation flow scale applies if specified. \ ) Kirk -Ark Syst-Wellington Hills Projected PM Peak JLittle Rock, AR ,Intersection ID: 1 Roundabout J Table 5.14 - SUMMARY OF INPUT AND OUTPUT DATA i ---------------...._.._--_-__------------------------------------------------ Lane Demand Flow (veh/h) Adj. Eff Grn Deg Aver. Longest Shrt No. -------------------- %HV Basic (secs) Sat Delay Queue Lane 745 1806 L T R Tot Satf. 1st 2nd x (sec) (ft) (ft) -------------------------------------------------------------------------- West: Arkansas Systems 42 LTR ----_-------------------------------- 837 2380 0.352 .1 LTR 163 271 109 543 2 0.596 8.9 119 -------------------------------------------------------------------- 163 271 109 543 2 0.596 8.9 119 South: Kirk Road 1 LT 54 290 344 2 0.437 8.8 94 )2 TR 221 206 427 2 0.437 7.4 101 54 511 206-`---- --_2_-_____.a_..---.----- 0 -------8 0 --101 --- ----- ---------------------=-------- --- ----------------- East Wellington Hills )1 LT 114 229 343 2 0.412 8.4 79 2 R 402 402 2 0.388 6.3 76 1 ------------------------------------------------------------------ 114 229 402 ; 745 2 0.412 7.3 79 ----------------------- ------------------------------_---------------------- North:Kirk Road --------__-_----North: )l LT 381 5 386 2 0.352 11.7 63 ,2 TR 364 87 451 2 0.352 4.1 67 j -------------------------------------------------------------- 381 369 87 837 2 0.352 7.6 67 ALL VEHICLES Total ------------------ % Max A^ Aver. --- A ^^^ Max Flow HV X Delay Queue 2896 2 0.596 7.9 119 Total flowperiod= 60 minutes Peak flow period = 15 minutes. _ Queue ) values in this table are 95% back of queue (feet). Basic Saturation Flows are not adjusted at roundabouts or sign - )Note: 1 controlled intersections and apply only to continuous lanes. Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR )Intersection ID: 1 Roundabout Table ------------------------ 5.15 - CAPACITY AND LEVEL OF SERVICE Mov --------------------- Mov Total Total _---- _----------------------- Deg. Aver. LOS Longest Queue No. Typ Flow Cap. of Delay 95% Back (veh (veh Satn (vehs) (ft) /h) /h) (v/c) (sec) -_----- West: ---------------------------------------------------------- Arkansas Systems 12 LTR 543 911 0.596* 8.9 A 4.7 119 --------------------------------------------------- 543 0.596 8.9 A 4.7 119 ---------------- South: Kirk Road 32 LTR 771 1764 0.437 8.0 A ----------------------------------- ------------------------------------------------- 771 0.437 8.0 A )East: Wellington Hills 22 LTR 745 1806 0.413 7.3 A ------------------------------------ 745 0.413 7.3 A ------------------------------------------------- North: Kirk Road 42 LTR ----_-------------------------------- 837 2380 0.352 7.6 A 4.0 101 4.0 101 3.1 79 ------------- 3.1 ------------- 79 2.6 67 837 0.352 7.6 A 2.6 67 f-------------------------------------------------------------------- ALL VEHICLES: 2896 0.596 7.9 A 4.7 119 r- -- ----------------- _-__------_--_---------_----_-- Level of Service calculations are based on average control delay including geometric delay (HCM criteria), independent of the current delay definition used. 1 For the criteria, refer to the "Level of Service" topic in the aaSIDRA Output Guide or the Output section of the on-line help. * Maximum v/c ratio, or critical green periods Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 Roundabout Table D.0 - GEOMETRIC DELAY DATA Negn Negn Negn From To Radius Speed Dist. Approach Approach (ft) (mph) (ft) --------------------------------------------- West: Arkansas Systems South 173.6 23.6 79.1 East 262.1 27.5 195.4 North 82.1 17.8 322.4 Appr. Downstream Dist. Distance (ft) (ft) ----------------- 1800 323 1800 333 1800 555 ,Kirk -Ark Syst-Wellington --------------------------------------------------------------- South: Kirk Road Projected PM Peak West 82.1 17.8 322.4 1800 555 East 158.6 22.8 79.3 1800 322 North 262.1 27.5 195.4 1800 333 ----------------------------- ---------------------------------- East: Wellington Hills J West 262.1 27.5 195.4 1800 333 South 82.1 17.8 322.4 1800 555 North 164.6 23.1 79.2 1800 322 ---------------- _-------- ...__...--..____-----------------_-______- Table D.1 - LANE DELAYS North: Kirk Road West 158.6 22.8 79.3 1800 322 South 262.1 27.5 195.4 1800 333 East 82.1 17.8 322.4 1800 555 ------------------------- ._._.._ _.._ _.._ Maximum Negotiation (Design) _.------------------------------- Speed = 30.0 mph Deg. Stop Downstream Distance calculated by aaSIDRA Delay Acc. } Downstream distance is distance travelled from the stopline until exit Lane Mov cruise speed is reached (includes negotiation distance). Acceleration J distance is weighted for light and heavy vehicles. The same distance Total MvUp applies for both stopped and unstopped vehicles. Control ,Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, `Intersection AR ID: 1 J Roundabout J Table D.1 - LANE DELAYS ------------------------------------------------ -------------------------- ---------------Delay --------------- Delay (seconds/veh) ----------------- Deg. Stop -line Delay Acc. Queuing Stopd Lane Mov Satn 1st 2nd Total Dec. Total MvUp (Idle) Geom Control No. No. x dl d2 dSL do dq dqm di dig dic --------------------------------------------------------------------------- West: Arkansas Systems 1 LTR 12 0.596 2.7 1.0 3.8 4.6 0.0 0.0 0.0 5.1 8.9 ----------------------------- South: Kirk Road ------------------------- - - ----------------- \� 1 LT 32 0.437 4.6 0.5 5.1 5.4 0.1 0.0 0.1 3.7 8.8 -Kirk-Ark Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR ,Little Rock, AR Intersection ID: 1 2 TR 32 0.437 3.9 0.2 4.1 5.4 0.0 0.0 0.0 3.3 7.4 �- Roundabout _____----------------------------------------------------- -)Table D.2 - LANE STOPS ------------------------------------------------------- ----------- East: Wellington Hills _ _----------- - - Qu e u e Queue Deg. -- Effective Stop Rate -- Prop. Move -up 1 LT 22 0.412 3.1 0.2 3.3 4.8 0.0 0.0 0.0 5.1 8.4 h 2 R 22 0.388 2.3 0.0 2.3 4.5 0.0 0.0 0.0 4.0 6.3 `1--------------------------------------------------------------------------- 0.11 0.81 0.718 0.17 -------------------------------------_----_--_--_-_-_____-- ------------------------------------------------------- Stor. \� No. x No Nb1 South: South: North: Kirk Road 85% 900 95% 98% 1 LT 0.437 0.73 0.03 0.07 0.83 0.785 1 LT 42 0.352 1.5 0.0 1.5 2.8 0.0 0.0 0.0 10.2 11.7 3.8 2 TR --------------------------------------------------------------------------- 42 0.352 1.3 0.0 1.3 3.7 0.0 0.0 0.0 2.8 4.1 0.50 0.00 do is average stop -start delay for all vehicles Kirk queued and unqueued -Kirk-Ark Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR ,Little Rock, AR Intersection ID: 1 !Intersection ID: 1 Roundabout �- Roundabout -)Table D.2 - LANE STOPS ------------------------------------------------------- ----------- - - -- - ---- --- - ------------ _ _----------- - - Qu e u e Queue Deg. -- Effective Stop Rate -- Prop. Move -up Lane Satn Geom. Overall Queued Rate -� No. x hel he2 hig h pq hqm ------------------------------------------------------- West: Arkansas Systems (veh) Percentile (veh) 1 LTR 0.596 0.63 0.07 0.11 0.81 0.718 0.17 -------------------------------------_----_--_--_-_-_____-- ------------------------------------------------------- Stor. \� No. x No Nb1 South: South: Kirk Road 85% 900 95% 98% 1 LT 0.437 0.73 0.03 0.07 0.83 0.785 0.07 2 TR ------------------------------------------------------- 0.437 0.67 0.01 0.07 0.74 0.796 0.03 East: Wellington Hills 3.3 3.8 4.7 5.5 1 LT 0.412 0.58 0.01 0.11 0.71 0.726 0.04 2 R 0.388 0.50 0.00 0.11 0.61 0.707 0.00 ------------------------------------------------------- North: Kirk Road 1 LT 0.352 0.42 0.00 0.30 0.73 0.532 0.00 2 TR 0.352 0.28 0.00 0.13 0.41 0.523 0.00 hig is the YT average valuefor all movements in a shared lane hqm is average queue move -up rate for all vehicles queued and unqueued -Kirk-Ark Syst-Wellington Hills Projected PM Peak ,Little Rock, AR !Intersection ID: 1 �- Roundabout Table D.3A - LANE QUEUES (veh) --------------------------------------------------------- I ------------------ Deg. Ovrfl. Average (veh) Percentile (veh) Queue '-1 Lane Satn Queue ----------------- ------------------------------ Stor. \� No. x No Nb1 Nb2 Nb 700 85% 900 95% 98% Ratio West: - Arkansas Systems _ ---_-------------------------------------- 0.596 0.2 1.3 0.2 1.5 2.7 3.3 3.8 4.7 5.5 0.07 -1-LTR -------__--_--------------------------------_----__------------------------ South: Kirk Road 1 LT 0.437 0.1 1.1 0.1 1.2 2.2 2.6 3.0 3.7 4.3 0.05 2 TR --------------------------------------------------------------------------- 0.437 0.0 1.2 0.0 1.3 2.3 2.8 3.2 4.0 4.6 0.06 East: Wellington Hills 1 LT 0.412 0.0 1.0 0.0 1.0 1.8 2.2 2.5 3.1 3.6 0.04 2 R 0.388 0.0 1.0 0.0 1.0 1.7 2.1 2.4 3.0 3.5 0.04 North: Kirk Road 1 LT 0.352 0.0 0.8 0.0 0.8 1.5 1.8 2.0 2.5 2.9 0.04 2 TR 0.352 0.0 0.8 -------------------------------------------------------------------------- Values printed in this 0.0 table 0.8 are 1.5 back of 1.9 queue 2.1 2.6 (vehicles). 3.0 0.04 Syst-Wellington Hills Projected PM Peak F )Little -)Little Rock, AR Intersection ID: 1 Roundabout '-)Table D.3B - LANE QUEUES (feet) -___-_---------------- -------------------------------- Deg. Ovrfl. Average (feet) - ---- - --- - -- Percentile (feet) ------- - -- -- - - -- - Queue Lane Satn Queue ---------------------- -------------------------------- Stor. No. x No Nb1 Nb2 Nb 70% 85% 90% 95% 98% Ratio --------------------------------------------------------------------------- West: Arkansas Systems 1 LTR 0.596 5 32 6 39 69 84 96 119 138 0.07 --------------------------------------..____--------------------------------------- South: Kirk Road 1 LT 0.437 2 28 2 30 55 67 76 94 110 0.05 2 TR 0.437 1 32 1 33 59 72 82 101 117 0.06 --------------------------------------------------------------------------- East: Wellington Hills 1 LT 0.412 1 24 1 25 46 56 64 79 91 0.04 2 R 0.388 0 24 0 24 44 54 61 76 88 0.04 ------------ - - - ---- - ------------ - - - ----- - -- --- -- - - - - - -------------- _ ----- _ -- _ - -- North: Kirk Road 1 LT 0.352 0 20 0 20 37 45 51 63 73 0.04 2 TR 0.352 0 21 -------------------------------------------------------------------------- 0 21 39 47 54 67 77 0.04 Values printed in this table are back of queue (feet). Kirk -Ark Syst-Wellington Hills Projected PM Peak Little Rock, AR Intersection ID: 1 Roundabout Table D.4 - MOVEMENT SPEEDS (mph) ,------- --------------------------------------- } Queue -Move_up App. Speeds Exit Speeds Mov----------------------- 1st 2nd No. Cruise Negn Negn Cruise Grn Grn ------------------------------------------------ West: --------------------_--- __---_____West: Arkansas Systems ,) 12 35.0 23.8 23.8 35.0 11.5 ------------------------------------------------ South: Kirk Road 32 35.0 25.6 25.6 35.0 13.0 East: Wellington Hills ----------------- Av. Section Spd --------------- Running Overall ----------------- 28.5 28.5 ----------------- 28.9 -----------------.- 28.9 28.8 ---------------- 22 35.0 23.6 23.6 35.0 12.7 28.8 28.8 --------------------------------------------------------------_----_-_- North: Kirk Road J 42 35.0 22.6 22.6 35.0 28.7 28.7 ------------------------------------------------------------------ "Running Speed" is the average speed excluding stopped periods. --- End of aaSIDRA Output --- ,)G:\P1000-Plus\Pll80 Whisenhunt - Kirk Road\RBT-ANALYSIS\Pll80-kirk-arksyst-well.OUT Produced by aaSIDRA 2.1.3.356 --%Copyright 2000-2004 �Akcelik FJJ& Associates Pty Ltd Generated 3:24 PM, Apr 3,2006 PETERS & ASSOCIATES ENGINEERS, INC. PROPOSED INTERSECTION SCHEMATIC LANE GEOMETRY Chenal Parkway and Rahling Road r7, C) PETERS & ASSOCIATES ENGINEERS, INC, PROPOSED INTERSECTION SCHEMATIC LANE GEOMETRY Chenal Parkway and Arkansas Systems Dr./LaGrande Dr. 9 ,,Grande Or. Arkansas Systems Or. PETERS & ASSOCIATES ENGINEERS, INC. PROPOSED INTERSECTION SCHEMATIC LANE GEOMETRY Chenal Parkway and Kanis Road West PETERS & ASSOCIATES ENGINEERS. INC. PROPOSED INTERSECTION SCHEMATIC LANE GEOMETRY Chenal Parkway and Kirk Road Chenal Pkwy. Ii7L go PETRItS & ASSOCIATES WaINP•r,116, INC. Chenal pkw 1 � PROPOSED INTERSECTION SCHEMATIC LANE GEOMETRY Chenal Parkway and Kanis Road (East) °'=1 Cher, PA- IVY F '1 ' 1 I , 1 1 I I I y f � 1 PETERS & ASSOCIATES ENGINEERS, INC. i PROPOSED INTERSECTION SCHEMATIC LANE GEOMETRY Chenal Parkwav and Wellington Hills Road M. - Chong' p kw WPETERS & ASSOCIATES ENGINEERS, INC. PROPOSED INTERSECTION SCHEMATIC LANE GEOMETRY Kanis Road East and Wellington Hills Road 9 PETERS & ASSOCIATES ENGINEERS, INC. _ Kanis Ra PROPOSED INTERSECTION SCHEMATIC LANE GEOMETRY Wellington Hills Road and Wellington Village Road- n tq�r 4 5 07y ton q 11age pd W e11in9 I 1 I PETERS & ASSOCIATES ENGINEERS, INC. PROPOSED INTERSECTION SCHEMATIC LANE GEOMETRY Kirk Road and Wellington Hills Rd./Arkansas Systems Dr. S rkansas Ysterns PETERS & ASSOCIATES ENGINEERS. INC. Wellington Hills Rd. r � i t j f � \ J 1 0 v � � r I Wellington Hills Rd. PROPOSED INTERSECTION SCHEMATIC LANE GEOMETRY Kirk Road and Wellington Village Road PETERS & ASSOCIATES ENOINEERS. INC. Wellington Village Rd. L PROPOSED INTERSECTION SCHEMATIC LANE GEOMETRY Rahling Road and Champlin Drive cl; ip s_ PETERS & ASSOCIATES ENGINEERS, INC. PROPOSED INTERSECTION SCHEMATIC LANE GEOMETRY Kirk Road and Pride vallev Road lid PETERS & ASSOCIATES ENGINEERS. INC. Pride Valley Rd.