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Home My WebLink AboutPROMONTORY - PDP - 32-99 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYCo n oe i3 /2 0 5�c?3/364 ot 00 s GOg4b P� 00 � � m Site AM / PM Access Ai�lk' ��ts EXISTING PEAK HOUR TRAFFIC 8 Figure 3 sections of roadway which have gaps in the pedestrian network or ' very narrow sidewalks are listed below. JFK Parkway North of Boardwalk on the west side of JFK, there ' is one section where a temporary 2.5 to 3 foot asphalt sidewalk exists on a parcel of land which is currently vacant. North of Boardwalk on the east side of JFK there is no sidewalk with the exception ' of a northern section near Horsetooth Road and a small section of sidewalk near a. bridge structure for a canal. ' Landings North of Boardwalk on the west side of Landings, there is a section where no sidewalk currently exists. This section is south of The Wharf ' Condominiums and north of the Landings Office development. North of. Boardwalk on the east side of Landings, there are no sidewalks adjacent to the ' residential areas of the Landings residential area. Troutman Between JFK Parkway and Boardwalk Drive, there exists a 2.5 foot wide side walk on both sides of Troutman. This sidewalk is adjacent to vacant parcels of property. There are pedestrian crosswalks on Boardwalk Drive at both Breakwater Drive and Westshore Way. 'These crosswalks provide access to the park located on the west side of Boardwalk at ' Westshore. Pedestrian activity is extremely light, as noted on the traffic count forms provided in Appendix A. ' BICYCLE FACILITIES There are bicycle lanes on each of the roadways within the study ' area. The bicycle lanes are primarily 5 feet wide, from face of 'curb to the edge of the lane line. Bicycle activity is very light, as noted on the traffic count forms provided in Appendix A. ' TRANSIT SERVICE ' 'There is currently one transit route, Route 1, which is just beyond 1/,4 mile walking distance of the project site. Route 1 provides service on College Avenue from the Front Range Community College ' and the South Transit Center, the North Transit Center, and ("SU. There are bus stops on College Avenue at Boardwalk Drive and Troutman Parkway. Route 1 provides 30 minute headways and service ' is provided for 12 hours on weekdays. 1 'i EXISTING INTERSECTION PEAK IiOUR TRAFFIC VOLUMES ' Morning and evening peak hour traffic_ counts were conducted at each of the study intersections during April 1997. The existing peak hour traffic volumes are depicted in Figure 3. The count data is ' provided in Appendix A. INTERSECTION LEVEL OF SERVICE METHODOLOGY Level of service (LOS) is a qualitative measure used to describe the conditions of traffic flow, ranging from excellent conditions at LOS A to overloaded conditions at LOS F. Level of service definitions are provided in Appendix B. Typically, the standard for minimum acceptable LOS is D. The Signalized and Unsignalized Intersection Analysis techniques, as published in the Highway Capacity Manual by the Transportation Research Board in 1994, were used to analyze the study intersections for each of the traffic scenarios. These techniques allow for the determination of the intersection level of service based on congestion and delay of each 'traffic movement. W I EXISTING PEAK HOUR LEVELS OF SERVICE ' Tab,le,1 summarizes the existing weekday morning and evening peak hour level of service at the study intersections. The capacity worksheets are provided in Appendix C. Under existing conditions, ' the study intersections are operating at acceptable levels of service during the peak hours, with the exception of the Boardwalk/ Landings intersection. At this intersection, the northbound ' traffic and the southbound left turns currently experience long delays. 'The City of Fort Collins Traffic Engineering staff is currently considering the elimination of left turns at this location due to the recent signali.zation of the adjacent. ' intersection of Boardwalk and Troutman. Elimination of minor street left turns will logically result in elimination of the minor street through traffic also. Subsequent analysis of the Boardwalk/ ' Landings intersection will assume that this restriction has been put into effect. PEDESTRIAN FACILITIES As mentioned within the description of the street system, most of the study area currently has sidewalks to accommodate pedestrian ' flows. The pedestrian facilities within a 1/4 mile of the project site were examined. The existing sidewalks vary in location from ' being directly attached to the curb and gutter to being detached with a parkway separation between the roadway and the sidewalk. The width of the sidewalks vary from 2.5 feet to 7 feet. The II. EXISTING CONDITIONS ' A comprehensive data collection effort was undertaken to develop a detailed description of the existing conditions within and near the project site. The assessment of conditions relevant to this study include land use, streets, traffic volumes, traffic operating ' conditions, pedestrian facilities, bicycle facilities, and transit service. EXISTING STREET SYSTEM As illustrated on Figure 1, Boardwalk Drive is a curvilinear minor arterial street. This roadway currently is built with two travel lanes, one in each direction. At most intersections, there are left -turn lanes. The speed limit is posted at 30 mph. The Boardwalk/JFK Parkway intersection is signalized. The intersections of Boardwalk and the following locations are stop sign controlled: Landings, High Point Drive, and Troutman Parkway. There are sidewalks and bike lanes on both sides of Boardwalk Drive, with the exception of no sidewalk along the site frontage. A variety of land uses exist adjacent to Boardwalk: near College Avenue are commercial/office uses, near Landings are the Fort Collins Post Office and other office uses, and the remainder of uses are primarily residential. There is also a neighborhood park located directly adjacent to Boardwalk across from Westshore Way. JFK Parkway is a north/south arterial street which exists between Monroe (adjacent to the Foothills Fashion Mall) and terminates to the south of Troutman Parkway. JFK Parkway will be extended to Harmony Road in the future. The speed limit is posted at 30 mph. North 'of Boardwalk, JFK is currently striped to provide three travel lanes, two southbound lanes and one northbound lane. South of Boardwalk, JFK Parkway has four travel lanes and a center left - turn lane. There are bike lanes on both sides of JFK. The adjacent land uses include commercial, office, residential, and the Fort Collins Post Office. Landings Drive is a two lane, north/south minor arterial street between Horsetooth Road and Boardwalk Drive. The speed limit is posted at 25 mph. The adjacent land uses include residential and office. Landings terminates at the driveway to the Fort Collins Post Office. Troutman Parkway is a east/west arterial street. This roadway is striped to accommodate two travel lanes and a center left -turn lane. There are sidewalks and bike lanes on both sides of Troutman. The adjacent land use is commercial and multi -family residential. ■ 5 A& N NO SCALE SITE PLAN 4 Figure 2 0 N ks Ilion. P P Ui cr 01 1" = 2000' SITE LOCATION Figure 1 generated by proposed projects within the vicinity of the project site. Project Generated Traffic - The traffic generated by the proposed project will be determined.. Total Traffic- Years 2000 and 2015 - This is an analysis of future traffic conditions with traffic expected to be generated by the proposed project added to the background traffic forecasts. The impacts of the proposed project on future traffic operating conditions can then be identified. The City of Fort Collins identified the following intersections to be'analyzed for the scenarios above: 1. Boardwalk Drive and JFK Parkway 2. Boardwalk Drive and Landings Drive 3. 'Boardwalk Drive and High Point Drive (proposed access drive) 4. Boardwalk Drive and Troutman Parkway 5. Boardwalk Drive and the south access drive ORGANIZATION OF REPORT The remainder of this report is divided into six parts. Chapter II presents an analysis of the existing street system and traffic conditions for each of the study intersections. Also included in Chapter II are assessments of the pedestrian, bicycle, and transit facilities in the area. Forecasts of future background traffic for Years 2000 and 2015 are provided in Chapter III. Traffic projections for the proposed project are discussed in Chapter IV. Chapter V presents the total traffic projections for Years 2000 and 2015. The future intersection operating conditions and pedestrian, bicycle, and transit level of service are presented in Chapter VI. Chapter VII provides a summary of the study results. 2 I. INTRODUCTION This report documents the findings of a transportation study conducted to evaluate the potential traffic impacts and circulation needs of the proposed High Point Office Park, located near Boardwalk Drive and Landings Drive in Fort Collins, Colorado. PROJECT DESCRIPTION The proposed project is an office park, which would accommodate approximately 55,000 square feet of office use. The project is located southwest of Boardwalk Drive and east of Landings. The site location is shown on Figure 1. Access to the proposed project would be from two access drives. The site plan is depicted on Figure 2. The north access drive would be aligned with High Point Drive. Both access drives are proposed to provide full access into and out of the site. STUDY SCOPE The scope for this study was developed in conjunction with the Fort Collins Transportation Engineering staff. The base assumptions, technical methodologies, and geographic coverage of the study were all identified as part of the study scoping meeting. The study is directed at the analysis of potential project generated traffic impacts along the existing and future street system. The following traffic scenarios are analyzed in the study: Existing Conditions - The analysis of existing traffic conditions is intended to provide a basis for the remainder of the study. The existing conditions analysis includes an assessment of traffic volumes and operating conditions at the study intersections. Background Traffic - Year 2000 - Future traffic conditions will be projected for Year 2000. The objective of this phase of the analysis is to project future traffic growth and operating conditions which could be expected to result from general growth and from related projects in the vicinity of the project site. Backqround Traffic - Year 2015 - Future traffic conditions for Year 2015 will be determined. The Year 2015 traffic projections will be determined. by accounting for overall future growth in the city and for traffic 1 LIST OF FIGUR-ES Fjgure Pagee 1. Site Location ........................................ 3 2. Site Plan ............................................ 4 3. Exi-sting Peak Hour Traffic ........................... 8 4. Background Peak Hour Traffic - Year 2000 ............. 12 5.. Background Peak Hour Traffic - Year 2015 ............. 13 6. Site Generated Peak Hour Traffic ..................... 16 7. Total Peak Hour Traffic - Year 2000 .................. 18 8. Total Peak Hour Traffic - Year 2015 .................. 19 APPENDIX A Recent Traffic Counts .B Description of Level of Service C • Current Peak Hour Operation D Short Range Background Traffic. Operation E Short Range Total Traffic Operation F Long Range Background Traffic. Operation G Long Range Total Traffic Operation TABLE OF CONTENTS ' I. Introduction ......................................... 1 Project Description 1 StudyScope .......................................... 1 ' Organization of Report ............................... 2 II. Existing Conditions .................................. 5 ' Existing Street System 5 Existing Intersection Peak Hour Traffic Volumes 6 Intersection Level of Service Methodology 6 Existing Peak Hour Levels of Service ................. 6 ' Pedestrian Facilities ................................ 6 Bicycle Facilities 7 Transit Service ...................................... 7 ' III'. Future Background Traffic Projections ................ 10 Background Traffic - Year 2000 ....................... 10 Background Traffic - Year 2015 ....................... 11 ' IV. Project Traffic Projections .......................... 14 Trip Generation ...................................... 14 ' Trip Distribution .................................... 14 Traffic Assignment 14 ' V.' Future Total Traffic Projections ..................... 17 Total Traffic - Year 2000 . 17 Total Traffic - Year 2015 . 17 ' VI. Transportation Impact Analysis ....................... 20 Traffic Analysis - Year 2000 ......................... 20 Traffic Analysis - Year 2015 ......................... 20 Pedestrian Level of Service 21 ' Bicycle Level of Service ............................. 21 Transit Level of Service ............................. 2.1 ' VII. Conclusions .......................................... 2.5 LIST OF TABLES ' Table Page 1. Existing Intersection Operation ...................... 9 ' 2. Trip Generation ...................................... 1.5 3. Year 2000 Intersection Operation ..................... 23 ' 4. Year 2015 Intersection Operation ..................... 24 u PARK -PLALE -Forme-r I-j HIGH POINT OFFICE PARK TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO AUGUST 1997 Prepared for.: Lagunitas Company 3307 South College Avenue, Suite 200 Fort Collins, CO 80525 Prepared. by: MATTHEW J. DELICH, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 HCS: Unsignalized Intersections Release 2.1d ST15PT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S)= BOARDWALK (E W) TROUTMAN=====______ Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 other Information......... TOTAL TRAFFIC - YEAR 2015 - PM PEAK HOU R Two-way Stop -controlled Intersection Northbound Southbound== Eastbound westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 0 0 1 < 0 1 0 1 0 0 0 Stop/Yield N N Volumes 120 670 555 25 25 230 PHF .95 .95 .95 .95 .95 .95 Grade MCI (%) SU/RV's 00 CV,s (%) PCEIa 0 1.10 -------------- 0 --------------- 0 1.10 1.10 ------------- Adjustment Factors vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) -------------------------------------------------------- - ----- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d ST15PT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 597 Potential Capacity: (pcph) 690 Movement Capacity: (pcph) 690 Prob. of Queue -Free State: 0.61 -------------------------------------------------------- Step 2: LT from Major Street SE NB -------------------------------------------------------- Conflicting Flows: (vph) 610 Potential Capacity: (pcph) 876 Movement Capacity: (pcph) 878 Prob. of Queue -Free State: 0.84 -------------------------------------------------------- Step 4: LT from Minor ---------------------------------------- Street WB EB -------------- Conflicting Flows: (vph) 1428 Potential Capacity: (pcph) 158 Major LT, Minor TH Impedance Factor: 0.84 Adjusted Impedance Factor: 0.84 Capacity Adjustment Factor due to Impeding Movements 0.84 Movement Capacity: -------------------------------------------------------- (pcph) 133 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ------ -------------------- -------------- EB L 29 133 34.6 0.9 E 11.0 EB R 266 690 8.5 2.1 B NB L 139 878 4.9 0.6 A Intersection Delay = 2.1 sec/veh 0.7 HCS: Unsignalized Intersections Release 2.1d BHPI5P.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 _ Streets (N-S) BOARDWALK DRIVE (E W) HIGH POINT DRIVE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 6/20/97 Other Information......... BACKGROUND TRAFFIC - YEAR 2015 - PM PEA K HOUR Two-way Stop -controlled Intersection = cEastbound =Westbound _ =Northbound Southbound L T R L T R L T R ____ L T R ____ ____ ---- No. Lanes ____ ____ ____ 0 1 < 0 ____ ____ ____ ____ 0 > 1 0 ____ 0 0 0 0 > 0 < 0 Stop/Yield N N Volumes 880 5 5 590 5 5 PHF .95 .95 .95 .95 .95 .95 Grade Mc,s M SU/RV'S (%) CV,s (%) PCE,a 0 ---------------. 0 1.10 --------------- Adjustment Factors 0 1.10 1_10 - Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS__Unsignalized_ Intersections Release 2_ldBHPI5P.HC0===-- Page _2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 928 Potential Capacity: (pcph) 469 Movement Capacity: (pcph) 469 Prob. of Queue -Free State: 0.99 ---------------------- -------------------------------- Step 2: LT from Major Street SB NB ________________________________________________________ Conflicting Flows: (vph) 931 Potential Capacity: (pcph) 617 Movement Capacity: (pcph) 617 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.98 -------------------------------------------------------- Step 4: LT from Minor Street WB EB __________________________________ Conflicting Flows: (vph) --__________--- 1554 Potential Capacity: (pcph) 133 Major LT, Minor TH Impedance Factor: 0.98 Adjusted Impedance Factor: 0.98 capacity Adjustment Factor due to Impeding Movements 0.98 Movement Capacity: (pcph) ________________________________________________________ 131 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) -------- ------ ------ ------ (sec/veh) ------- WB L 6 131 > ------- ----- --------- 205 18.7 0.1 C 18.7 WB R 6 469 > SB L 6 617 5.9 0.0 B 0.0 Intersection Delay = 0.1 sec/veh HCS: Unsignalized Intersections Release 2.1d BADISPT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S) BOARDWALK(E-W) ACCESS DRIVE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 Other Information......... TOTAL TRAFFIC - YEAR 2015 - PM PEAK HOU R Two-way Stop -controlled Intersection Northbound Southbound Eastbound westbound L T R I L T R I L T R I L T R No. Lanes 1 0 > 1 0 1 0 1 c 0 1 0 > 0 < 0 1 0 0 0 Stop/Yield Volumes PHF Grade MC, s M) SU/RV's M CV's (%) PCE's ITS 5 695 .95 .95 0 1.10 --------------- N 555 5 .95 .95 0 --------------- 20 25 .95 .95 0 1.10 1.10 --------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d BADISPT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 586 Potential Capacity: (pcph) 699 Movement Capacity: (pcph) 699 Prob. of Queue -Free State: 0.96 -------------------------------------------------------- Step 2: LT from Major Street SB NB _______________ Conflicting Flows: (vph) 589 Potential Capacity: (pcph) 898 Movement Capacity: (pcph) 898 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 --------------------------------------------------- Step 4: LT from Minor Street WE EB ------------------------------------------------- Conflicting Flows: (vph) 1324 Potential Capacity: (pcph) 181 Major LT, Minor TH 0.99 Impedance Factor: Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0•99 Movement Capacity: (pcph) ________________________________________________________ 179 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) ______ _______ (veh) _______ (sec/veh) _____ --------- ________ ______ ______ BE L 23 179 > 306 14.2 0.7 C 14.2 EB R 29 699 > NS L 6 898 4.0 0.0 A 0.0 Intersection Delay = 0.5 sec/veh HCS: Unsignalized Intersections Release 2.1d BADISAT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets:=(N S) BOARDWALK = (E-W) ACCESS =DRIVE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 other Information......... TOTAL TRAFFIC - YEAR 2015 - AM PEAK HOU R Two-way Stop -controlled Intersection = cc = Northbound Southbound = Eastbound Westbound L T R L T R L 7 R L T R ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ---- No. Lanes 0 > 1 0 0 1 < 0 0 > 0 < 0 0 0 0 Stop/Yield N N Volumes 30 580 325 20 5 5 PHF 95 .95 .95 .95 .95 .95 Grade MC's (%) SU/RV's (%) CV's (%) PCE's 0 1.10 -------------- 0 ------------ 0 1_10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) __________________________________________________________________ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d BADISAT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WE EB Conflicting Flows: (vph) 352 Potential Capacity: (pcph) 918 Movement capacity: (pcph) 918 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street SE NB ________________________________________________________ Conflicting Flows: (vph) 363 Potential Capacity: (pcph) 1151 Movement Capacity: (pcph) 1151 Prob. of Queue -Free State: 0.97 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.95 -------------------------------------------------------- Step 4: LT from Minor Street WE EB -------------------------------------------------------- Conflicting Flows: (vph) 996 Potential Capacity: (pcph) 281 Major LT, Minor TH Impedance Factor: 0.95 Adjusted Impedance Factor: 0.95 Capacity Adjustment Factor due to Impeding Movements 0.95 Movement Capacity: (pcph) ________________________________________________________ 268 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) ________ ______ ______ ______ ______________ _____ --------- EB L 6 268 > 415 8.9 0.0 B 8.9 EB R 6 918 > NB L 35 1151 3.2 0.0 A 0.2 Intersection Delay = 0.2 sec/veh HCS: Unsignalized Intersections Release 2.1d BT15AT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets:=(N-S) BOARDWALK (E-W) TROUTMAN Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 Other Information......... TOTAL TRAFFIC - YEAR 2015 - AM PEAK HOU R Two-way Stop -controlled Intersection Northbound Southbound Eastbound Westbound= L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 0 0 1 < 0 1 0 1 0 0 0 Stop/Yield N N Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's 45 565 .95 .95 0 1.10 --------------- 320 10 .95 .95 0 ---------------- 20 50 .95 .95 0 1.10 1.10 -------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d BT15AT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WS EB Conflicting Flows: (vph) 342 Potential Capacity: (pcph) 929 Movement Capacity: (pcph) 929 Prob. of Queue -Free State: 0.94 --------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 348 Potential Capacity: (pcph) 1170 Movement Capacity: (pcph) 1170 Prob. of Queue -Free State: 0.96 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1006 Potential Capacity: (pcph) 277 Major LT, Minor TH Impedance Factor: 0.96 Adjusted Impedance Factor: 0.96 Capacity Adjustment Factor due to Impeding Movements 0.96 Movement Capacity: (pcph) -------------------------------------------------------- 265 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ --- - - ------ EB L 23 265 -------------- ----- 14.9 0.2 C ------- EB R 58 929 4.1 NB L 52 1170 3.2 Intersection Delay = 7.2 0.1 A 0.0 A 0.2 0.6 sec/veh HCS: Unsignalized Intersections Release 2.1d BHPISPT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) BOARDWALK DRIVE (E W) HIGH POINT =DRIVE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 6/20/97 Other Information......... TOTAL TRAFFIC - YEAR 2015 - PM PEAK HOU R Two-way Stop -controlled Intersection = LNorthboundd LSouthboundR LEastboundR LWestToundR No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 0 < 0 0 > 0 < 0 Stop/Yield N N Volumes 5 900 5 5 595 10 40 15 5 5 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MCI (%) SU/RV's M CV's (%) PCE's 11_10 11.10 1.1011.10 1.10 --------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d BHPISPT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 950 632 Potential Capacity: (pcph) 457 662 Movement Capacity: (pcph) 457 662 Prob. of Queue -Free State: 0.99 0.97 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 952 637 Potential Capacity: (pcph) 603 852 Movement Capacity: (pcph) 603 852 Prob. of Queue -Free State: 0.99 0.99 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major LT Shared Lane Prob. of Queue -Free State: 0.98 0.98 -------------------------------------------------------- Step 4: LT from Minor Street WE EB ------------------------------------------------- Conflicting Flows: (vph) 1599 1594 Potential Capacity: (pcph) 126 126 Major LT, Minor TH Impedance Factor: 0.97 0.97 Adjusted Impedance Factor: 0.97 0.97 Capacity Adjustment Factor due to Impeding Movements 0.94 0.96 Movement Capacity: (pcph) -------------------------------------- 119 -------------- 120 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ------ ------------- EB L 46 120 > ------- ----- --------- 156 38.9 2.1 E 38.9 EB R 18 662 > WE L 6 119 > 189 20.3 0.1 D 20.3 WE R 6 457 > NB L 6 852 4.3 0.0 A 0.0 SB L 6 603 6.0 0.0 B 0.0 Intersection Delay = 1.5 sec/veh - HCS: Unsignalized Intersections Release 2.1d BHPi5AT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S) BOARDWALK DRIVE _ (E-W) HIGH =POINT DRIVE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 6/20/97 other Information......... TOTAL TRAFFIC - YEAR 2015 - AM PEAK HOU R Two-way Stop -controlled Intersection Northbound cI Southbound Eastbound ==Westbound= c L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --- ---- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 0 < 0 0 > 0 < 0 Stop/Yield N N Volumes 15 595 5 5 330 45 5 2 5 5 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade MC'S ($) SU/RV's ($) CV's ($) PCE's ------------ 0 1.10 -------------- 1.10 -------------- 1.10 1.10 --------------- Adjustment Factors 0 1.10 1.10 --------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ----------------------------------------- --------------------- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d BHPISAT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WE EB Conflicting Flows: (vph) 628 370 Potential Capacity: (pcph) 665 899 Movement Capacity: (pcph) 665 899 Prob. of Queue -Free State: 0.99 1.00 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 631 394 Potential Capacity: (pcph) 858 1113 Movement Capacity: (pcph) 858 1113 Prob. of Queue -Free State: 0.99 0.98 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major LT Shared Lane Prob. of Queue -Free State: 0.99 0.97 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1021 1022 Potential Capacity: (pcph) 271 271 Major LT, Minor TH Impedance Factor: 0.97 0.97 Adjusted Impedance Factor: 0.97 0.97 Capacity Adjustment Factor due to Impeding Movements 0.96 0.96 Movement Capacity: (pcph) ----------------- ------------------------- 261 ----------- 259 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ EB L 6 ------ 259 ------------- > ------- -------------- EB R 2 899 > WE L 6 261 > WB R 6 665 > 315 11.7 0.0 C 375 9.9 0.0 B NB L 18 1113 3.3 SB L 6 858 4.2 Intersection Delay = 0.0 A 0.0 A 0.2 sec/veh HCS: Unsignalized Inters-r.tionc r' Release _ - ... IC Paw Center For- Mi(r-ocomputeri. III 1;'6 n s u c•r-t a t 1 orI U n-i ver situ of Floc ida 50 Weil Hall Gainesville, FL ;i 2611-2083 Ph: 500 3920176 Streets: IN-S) landings (t-W) iJoar-d vlB "I t. Major- Street Direction.... EW Length of Titti.= Analyzed... 60 (min) Analyst.. . .. ....... mjo Date of Analysis.......... 7 ;'sc/c7 tither Infor-mation........... 000 201.", am Qom bi<grnd total IWo,ay -top-Control -led 1rterSeCt on Eastbound 1 westbound - !" o thbound- I O ouinbound I_ T P nL T R I L T F, L T F' ---- ---- _1__ ____ ____ ____ ____ __ No. Lanes. 1 1 0 , _ 0 Cl0 1 0 Ci stop/Yield ; N Volumes 170 485 1401 10= 400 115 1E0' PHF .95 .05 .05 .95 .95 .95.; .95 Grade 0 0 0 0 Mc s SU/RV's (q)I r^CE`s 1.10 i. i0 1.10; 1.lo ------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ______________________________________________________________.-___ Lett Turn Major Rowe% 5 00 l0 RiGht Turn Miner 6oad 5.50 2.6D Thr-ough Traffic Minor Road o_00 1 30 Left Turn Minor roar 6.Sri :.40 HCS: linsignalized intersections i<::leas._ 2.Sd -'age 2 Wow-ksneet for TW`,C intersection --------------------------------------------------------- Step 1: RT from Minor �,tr-eet: NCB SE'. conflicting Flows: (vph) 584 682 Potertial 701 625 Movement: Capacity: (pcph) 7101 625 F'rou. or Ouaue-Free State: 0.78 0.93 _.__________________________________._____________-----__-. Step 2: Li from Major Street WP. EB ----------------------------------------------------------- Con'f-r-icting Flows: (vph) 656 50, Potential Capacity: (pcph) 833 676 Movarnent Capacity: (PcU ) 833 676 Prob. of Queue -Free State: 0.85 0.71 -------------------------------------------------------- intersection Performance Summary Avg. 45q Flow Move Shared Total Queue Approach Rate Cap Gap Delay Length LOS Delay Movement (peph) (ocph) (pcph)(sec/veh) (veil) ( sec iveil) ________ ______ ______ ______ ______________ _____ ________ 6. _ Nc F: 151 7G"I 6.5 0.9 a 6.2 SB R. 4.;.1 6 E e. L. 117 E. 7 6 7. 5 i. 4 C. i. 6 WE, i 2 21 00.6 B 0.6 Intersection belay = 1.5 sec/Veil HCS: Unsignal'ized Intersections Release 2-id Pace Center- For Microcomputers in Tr-anspertatiorl - University of Florida 51". Weil Hail 6ainesviile, FL 32611-2063 PI-1: (904) 392-0378 ---------------------------- -, f ree t:s: (N-jl landings: (E-W) boardwalk Major Si.reet Direction.... EW Length of Time Ana Ivzed... Gil (min) Anal vs t.................... in jd irate. of Analysis..... .. 7/2 v; 97 Other Informat: ion --------- i000 'U1� 0111 On bk:Q r'r1 Ci 1:Otal Two-way Stop -controlled intern ec i011 Eastbound WC_tb OUr'IJ N-.r-thh OUl'ICI Sout:hcound L k 1 L T R L T F. L T e ____ ____ ____ ____ ___ ____ ____ ____i1__ No. Lanes 1 1 0I 1 1 < 0 0 0 1 0 G 1 Stoo/Yield N; N'1 Vol umes 35 _Ill 90 � 65 440 90i :,(I PHF .95 ,95 9 5.95 .95 .95; .95' r-.95 Uaoe 0 ; U U ll MC's (%) SUiR'J's OV's PCE's. I.10 1'ii.i0 1.101 1_IC ----------------------------------------------------------------------- Adjustment Factor_. Vehicle Maneuver ------------------------------ Left Turn Major Road Right 'Turn Minor Road ThrOUgh Traffic Minor Road Left 7urr1 Minor Road hritiiai FOIIOw-uo oa. (ig) Time ___________________`-__-__ =.00 10 5.56 2.60 G.00 30 6 .5u 3.4L' HC_.: Ijns Tana l i s ed intersections Release id vap:• WorksheeT for TWSC intersection ________________________________________________________ Steo 1: RT from Minor Street N6 SP Conflicting Flows. (vpi-1) 43p 510 Potential Capacity: (ocph) t33 764 Movement Caoacily: (pcph) B3d 764 t'r Ufi. Of Oueue-rl-ee sate: 0.9ti 0.95 ----------------------------------- _.tep L: LT from Major ---------------------- Street WE, ___________________________________________ Conflicting Flows: (voh) ----_----_Eb 484 558 Potential Copacify: (ocohi 1006 929 Movement Capacity: (pcph) 1008 929 Prob. Of ________________________________________________________ Queue -=see `_Mate: i0._;, G.v6 intersection Performance Summary Avg . 4 .ae F iow Move Shared Totai l/Ucue Aoproach kale cap Cap 0, l ay Len 9 th LC 0e-1ay Movement ________ (Pc Ph ______ (ocpn) (pcoh)(sec/veh) (veh) ______ ______ _______ _______ _____ (_._eu/venj ________ 4.4 d,9 E. L 41 . 1 C..0 A,l1-_- WE L 5 1U0t _ _ ll._ n 0. intersection Delay = --1 SeC%veh HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 06-23-1997 Center For Microcomputers In Transportation Streets (E-W)=BOARDWALK DRIVE (N-S) JFK=PARKWAY_______________ Analyst: RR File Name: BJFK15AT.HC9 Area Type: Other 6-23-97 AM Comment: TOTAL TRAFFIC - YEAR 2015 = Eastbound Westbound = Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1< 1 1< 1 2 1 1 2< Volumes 15 240 10 15 365 90 55 50 45 155 25 45 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WE Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WE Right Green 33.OP Green 17.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 60 secs Phase combination order: #1 #5 ---------------------------------------------------- ---------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ----------- ----- ----- ----- --- ----- --- EB L 241 414 0.066 0.583 4.1 A 4.6 A TR 1080 1851 0.245 0.583 4.6 A WB L 526 902 0.030 0.583 4.0 A 5.7 B TR 1056 1810 0.474 0.583 5.7 B NB L 467 1476 0.124 0.317 11.1 B 11.0 B T 1180 3725 0.047 0.317 10.8 B R 501 1583 0.094 0.317 11.0 B SB L 490 1547 0.333 0.317 12.1 B 11.7 B TR 1066 3366 0.072 0.317 10.9 B Intersection Delay - 7.3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.424 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 06-23-1997 -Center For Microcomputers In Transportation Streets (E W) BOARDWALK DRIVE (N-S) JFK PARKWAY Analyst: RR File Name: BJFK15PT.HC9 Area Type: Other 6-23-97 PM Comment: TOTAL TRAFFIC - YEAR 2015 Eastbound Westbound Northbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 < 1 1 < 1 2 1 1 2 < Volumes 70 515 40 80 435 190 270 195 105 275 140 115 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 --------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WE Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WE Right Green 30.OP Green 20.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 60 secs Phase combination order: #1 #5 ---------------------- ---------------- ------------------------------ Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Can Flow Ratio Ratio Delay LOS Delay LOS ----- ----------- ----- ----- ----- --- ----- --- EB L 124 233 0.595 0.533 12.5 B 8.5 B TR 983 1843 0.594 0.533 6.0 B WE L 148 277 0.569 0.533 10.8 B 9.6 B TR 948 1778 0.694 0.533 9.4 B NB L 367 1001 0.774 0.367 19.5 C 14.3 B T 1366 3725 0.157 0.367 9.7 B R 580 1583 0.191 0.367 9.9 B SB L 415 1132 0.696 0.367 15.8 C 12.9 B TR 1273 3473 0.221 0.367 10.0 B Intersection Delay = 11.2 sec/veh Intersection LOS = B Lost Time/Cycle, L - 6.0 sec Critical v/c(x) = 0.726 ----------------------------------------------------------------------- APPENDIX G HCS: Unsignalized Intersections Release 2.1d Paae 1 HCS: Unsignalized Intersections Release 2.1d Page 2 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Worksheet for TWSC Intersection Gainesville, FL 32611-2083 -------------------------------------------------------- Ph: (904) 392-0378 Step 1: RT from Minor Street WB ________________________________________________________ EB Streets: (N-S) boardwalk (E-W) troutman Conflicting Flows: (vph) 561 Major Street Direction.... NS Potential Capacity: (pcph) 720 Length of Time Analyzed... 60 (min) Movement Capacity: (pcph) 720 Analyst ................... mjd Prob. of Queue -Free State: 0.63 Date of Analysis.......... 8/l/97 ________________________________________________________ Other Information......... background year 2015 pm Step 2: LT from Major Street SB NB Two-way Stop -controlled Intersection -------------------------------------------------------- ____________ Conflicting Flows: (vph) 569 Northbound Southbound Eastbound Westbound Potential Capacity: (pcph) 918 L T R L T R i L T R L T R Movement Capacity: (pcph) 918 ---- ---- -------- ------------ -------- ---- ---- ---- Prob. of Queue -Free State: 0.85 No. Lanes 1 1 0 0 1 < 0 1 0 1 1 0 0 0 ________________________________________________________ Stop/Yield N� N: Step 4: LT from Minor Street WB EB Volumes 120 665 525 15: 25 230: -------------------------------------------------------- PHF .95 .95 .95 .95: .95 .95: Conflicting Flows: (vph) 1387 Grade 0 t 0 0 Potential Capacity: (pcph) 167 MC's (%) Major LT, Minor TH SU/RV's ($)I Impedance Factor: 0.85 CV's ($) i Adjusted Impedance Factor: 0.85 PCE's 11.10 I1.10 1.101 Capacity Adjustment Factor ______________________________________—_______-_—_-__________—______ due to Impeding Movements 0.85 Movement Capacity: (pcph) -------------------------------------------------------- 142 Adjustment Factors Intersection Performance Summary Vehicle Critical Follow-up Avg. 95% Maneuver Gap (tg) Time (tf) Flow Move Shared Total Queue Approach -------------------------------------------------------------- Rate Cap Cap Delay Length LOS Delay Left Turn Major Road 5.00 2.10 Movement (pcph) (pcph) (pcph)(sec/veh) (van) (sec/veh) Right Turn Minor Road 5.50 2.60 -------- ------ ------ -------------------- ----- --------- Through Traffic Minor Road 6.00 3.30 EB L 29 142 31.6 0.8 E Left Turn Minor Road 6.50 3.40 10.3 EB R 266 720 7.9 2.0 B NB L 139 918 4.6 0.6 A 0.7 Intersection Delay = 2.0 sec/veh HCS: Unsignalized Intersections Release 2.1d BT15A.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S) BOARDWALK(E-W) TROUTMAN=====______ Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 Other Information......... BACKGROUND TRAFFIC - YEAR 2015 - AM PEA K HOUR Two-way Stop -controlled Intersection Northbound Southbound =Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 0 0 1 < 0 1 0 1 0 0 0 Stop/Yield N N Volumes 45 555 315 10 10 50 PHF .95 .95 .95 .95 .95 .95 Grade MCI M SU/RV's (16) CV's M PCE's 0 i.10 0 0 11.10 1.101 -------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (t`-) ------------- ------------------------------------------------- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d BT15A.HC0 Page 2 Worksheet for TWSC Intersection ------------------------------------- ------------------ Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 338 Potential Capacity: (pcph) 933 Movement Capacity: (pcph) 933 Prob. of Queue -Free State: 0.94 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 343 Potential Capacity: (pcph) 1177 Movement Capacity: (pcph) 1177 Prob. of Queue -Free State: 0.96 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 968 Potential Capacity: (pcph) 291 Major LT, Minor TH Impedance Factor: 0.96 Adjusted Impedance Factor: 0.96 Capacity Adjustment Factor due to Impeding Movements 0.96 Movement Capacity: - ---------------------------------------------------- (pcph) 278 Intersection Performance Summary Avg. 954 Flow Move Shared Total Queue Approach Rate Can Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) ------- ----- ------ ----- ------- ------- ---- --------- EB L 12 278 13.5 0.0 C 5.7 EB R 58 933 4.1 NB L 52 1177 3.2 Intersection Delay = 0.1 A 0.0 A 0.2 0.5 sec/veh Page HCS: Unsignalized Interee=tions-_ Release_2.1d ==_ BHPISA.HCOP4e 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S)6BOARDWALK DRIVE (E-W)cHIGH POINT DRIVE c Major Street Direction.... NS Length of Time Analyzed... 660 (min) Analyst .................. Date of Analysis.......... 6/20/97 Other Information......... BACKGROUND TRAFFIC - YEAR 2015 - AM PEA Two-way Stop -controlled Intersection _= Northbound Southbound I Eastbound westbound L T R L T R L T R L T R ____ ____ ____ ____ ---- ---- ---- ____ ---- ---- ---- ---- No. Lanes 0 1 < 0 0 > 1 0 0 0 0 0 > 0 < 0 Stop/Yield N Volumes 590 5 PHF .95 .95 Grade 0 MC's l%) SU/RV's (%) CV's (%) PCE's --------- 5 310 95 .95 0 5 5 95 .95 0 1.10 I I1.10 1.10 _____________________________________________ Adjustment Factors Critical Follow -UP Vehicle Gap (tg) Time (tf) Maneuver ------------------------- ----------------------------------------- LeftTurn Major Road 5.00 2.10 2.60 Right Turn Minor Road 5.50 6.00 3.30 Through Traffic Minor Road 3.40 Left Turn Minor Road 6.50 HCS:=Unsignalized= Intersections -=-Release -2.1d==a=BHPISA=HC06---- Page -2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 624 Potential Capacity: (pcph) 669 Movement Capacity: (pcph) 669 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street SE NB Conflicting Flows: (vph) 626 Potential capacity: (pcph) 863 Movement Capacity: (pcph) 863 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street WE EB ________________________________________________________ Conflicting Flows: (vph) 954 Potential Capacity: (pcph) 297 Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) ------------------------------------------------ 294 ------- Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) ------ ------ ------- (veh) -- ---- ----- (sec/veh) --------- -------- ------ WB L 6 294 > 408 9.1 0.0 B 9.1 WB R 6 669 > SB L 6 863 4.2 0.0 A 0.1 Intersection Delay = 0.1 sec/veh HCS: Unsignal ized IntcrseQtions Relaase t.td Paq,_ Cer, ter ror Microcomputers In T ransportatiOl', Lin ivc'rs itV of r- for Ioa 51i Weil Hall Gainesville, FL %261'1-2063 P I'.: (904) 592-0376 Streets: (N-S) landings (E-W) boardwalk Major Street Direction.... EW Length of Ti me Analyzed... 6ii iminj Anaivst................... mjd Date of Analysis.......... Other information......... 2000 gulp am u_°J�� total Two-way Stop -control ied intars u�,ol, Eastbound Westbound Northbound Sauthbound L T k I_ T k L 1 R L T fi No. L.anes 1 1 0 1< 0 li 0 1 0 0-- -I-- Stop/Yield N; R Volumes 170 470 140: iu5 - SGul i30j PHF .95 95 .95 -95 a9j .95 9j Grade 0 MC' SLI/RV's (NJ� CV'z (q) PCE's ;1.10 11.10 i 1 10; i.10 ------------------------------------ ---- -------------- -------- Adjustment Factors Vehicle Critical Follow-up Maneuver __________________________________________________________________ b'ap (tp) Time (tf} Left Turn Major Road 5.00 _.10 P,ignt Turn Mincer koad j.5c, 2.60 Through Traffic Minor koad 6.00 1 .50 Left Turn Minor koaci 6.5G c.40 H f., �: lh�s.�nnal"i zed Interse,:t.ions Release L.Id face 2 Worksheet for TW6C intersection Stec 1: P.i from Minor Stre-et NB SE Confl llct:ing Flows: (vpVl) j66 656 i'otantial Ca rarity: (pcph) 774 64A Movement. Capacity: locph) 714 643 Frob. of Oueua-Fr_e State: 0.79 0.94 ____________ `EE _______________ Step-__Trrom---- jtreet W --_ Conflicting Flows: (vph) 642 616 PotentialCapacity: (pcph) 643 700 Movement CapaciiV: (pcph) 646 700 Prob. of Or.r e,.re-F g ee Si:ate. 6.66 0. 72 -------------------------------------------------------- intersection Performance Summary Avg. 95't Flow Move Snared Total Queue Approach irate Gap Cap belay Lerro t, Lu5 Delay M ov ernent (pcpn) (pcPnI (pcph)(sec/`vehj (veh) (sec/veh) -------- ------ ------ ------ ------- ------- ----- --------- 6.4 Nb !{ Iji I4 6.4 0,9 E, D .11 S5 P. 4'i 6dg G.li G.i E EE. L i97 700 '.2 n tersection Delay = 1.= scciveh HCS: Uns'ignalizea intersections. Release ..Id rage Cer,Ler For Microcompu[erslr, lransr, c+r to t'i orl University of Florida 512 Wr_ i'I Hall G�, inesvi I le, FL 52611-2083 Ph: (904) 392-0 76 Streets .: (N-S) landings (E-W) nnarowa lk. Major- Street Cii rection.... EW Length of Time Anmlyzed... 60 (min) Ana vsi.. . ... . . . .... Ill Id Date of Analysis......... /[4/97 Cltner Information...... ..2000 nii; am pm bF:grna total Two-wa Stop -controlled in'tersec Lion Eastbound______ Westbound___ Nort.hbound__ Soutliuound L. T R L T R , L T R ! L T F; l____ ____ ____l____ _ ____l____ ____ No. Lanes 1 1 0 1 1 < 0 0 it 1 0 it stop/Yield NI N� Volumes 35 105 901 65 485 90; 5; 30 PHF .95 .95 .95; .95 ,95 .96; .95i .SS C;rade 0 0 0 O Mi, (A) SUiR'V's (%) CV' . Q) PCE's 0 i. lily i.10 _______________________________________________________________________ Adjustment Factors ve.nic le Critical Fol1Ow-up Maneuver ____________J_ Gao (ig) Time (tf) Left Turn Major _________________________ Road ____________________ 5. Ull .Ill Right turn Minor- Road S.50 0.60 Thl-ough Traffic Minor Road 6.00 5.10 Left Turn Minor Road 6.5J z.40 HCS: fins-ignali-ed iniersections Release _.Id 'rage 2 ViQrV:: ,'J'1?et, for 1WJ;, inter'sectlon --------------------------------------------------------- .-tep I: R1 from Minor Street ---------------------------------------- Nis Sn Conflicting Plows: (vph) ;, 6,3 _ 506 Rotential Capacity: (pcph) 901 767 Movement Capacity: (pcph) 901 76 r,rob. c* Oueue-ri.. ee :,tatE: _.__.__.___.._________________________.__-__..__________.______ 0.9a 0.95 SLell 2: ILT from Ms-ior street WF Ec Conflicting mows: (vpl-l) 416 55 Fot:entiall Capacity: (pcph) 1086 9,14 Movement Capacity: (pcphi 106E 934 Proo. of Oue;.le.-Free L+Late: ________________________________________________________ i1.9'3 0 96 intersection Performance Summary Avg- 9.5% Flaw Move Shared Total Oueue Apornach Rate Cap cap De la•; Length LOS; Delay Movement (pcph) (peph) (pcph)(sec/veh) (veh) ____ (sec(veh) _________ 4.0 N5 R 6 901 SS k K 767 4. EE L a 934 WS L 75 106u S.6 intersection Delay 4.9 0 . c. 0.4 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 06-23-1997 Center For Microcomputers In Transportation Streets (E-W) BOARDWALK DRIVE= (N-S) JFK PARKWAY = Analyst: RR File Name: BJFK15A.HC9 Area Type: Other 6-23-97 AM Comment: BACKGROUND TRAFFIC - YEAR 2015 = Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 < 1 1 < 1 2 1 1 2 < Volumes 15 210 10 15 380 90 55 50 45 125 25 45 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 ----------------------- - ---------------------------------------- -- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peas WE Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 33.OP Green 17.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 60 secs Phase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS -- -- ---- ----- - ----- ----- ---- --- ----- --- EB L 246 422 0.065 0.583 4.1 A 4.5 A TR 1079 1849 0.215 0.583 4.5 A WB L 578 990 0.028 0.583 4.0 A 5.7 B TR 1055 1809 0.469 0.583 5.7 B NB L 467 1476 0.124 0.317 11.1 B 11.0 B T 1180 3725 0.047 0.317 10.8 B R 501 1583 0.094 0.317 11.0 B SB L 490 1547 0.269 0.317 11.7 B 11.4 B TR 1066 3366 0.072 0.317 10.9 B Intersection Delay = 7.2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.399 -------------- - -- --------------------------------- - ---------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 06-23-1997 Center For Microcomputers Ih Transportation Streets (E-W)=BOARDWALK DRIVE _ (N-S) JFK PARKWAY = Analyst: RR File Name: BJFKISP.HC9 Area Type: Other 6-23-97 PM Comment: BACKGROUND TRAFFIC - YEAR 2015 Eastbound westbound = Northbound =Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1< 1 1< 1 2 1 1 2< Volumes 70 510 40 80 405 175 270 195 105 265 140 115 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 -------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WB Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WE Right Green 30.OP Green 20.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 60 secs Phase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat V/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- - --- ----- --- - --- --- EB L 129 241 0.576 0.533 11.6 B 8.4 B TR 982 1842 0.589 0.533 7.9 B WE L 150 282 0.559 0.533 10.5 B 8.8 B TR 948 1778 0.643 0.533 8.6 B NB L 367 1001 0.774 0.367 19.5 C 14.3 B T 1366 3725 0.157 0.367 9.7 B R 580 1583 0.191 0.367 9.9 B SB L 415 1132 0.672 0.367 15.1 C 12.5 B TR 1273 3473 0.221 0.367 10.0 B Intersection Delay = 10.9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.696 ----------------------------------------------------------------- VINE : HCS: Unsignalized Intersections Release 2.1d BADOOPT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S) BOARDWALK (E-W) ACCESS DRIVE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 Other Information......... TOTAL TRAFFIC - YEAR 2000 - PM PEAK HOU R Two-way Stop -controlled Intersection Northbound Southbound Eastbound westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- --- - -- --- ---- ---- ---- No. Lanes 0 > 1 0 0 1 < 0 0 > 0 < 0 0 0 0 Stop/Yield N N Volumes 5 555 450 5 20 25 PHF .95 .95 .95 .95 .95 .95 Grade 0 0 0 MC,s W SU/RV's (g) CVIa M PCEIa 1.10 .-------------- 1.10 1.10 -------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ---------------------------------------------------------- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d BADOOPT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 476 Potential Capacity: (pcph) 795 Movement Capacity: (pcph) 795 ?rob. of Queue -Free State: 0.96 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 479 Potential Capacity: (pcph) 1014 Movement Capacity: (pcph) 1014 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street WE EB -------------------------------------------------------- Conflicting Flows: (vph) 1066 Potential Capacity: (pcph) 256 Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) --------------------------------------------------- 254 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) - ----- (sec/veh) - ----- -------- --- -- ------ ------ ------- EB L 23 254 > 409 10.1 0.4 C 10.1 EB R 29 795 > NB L 6 1014 3.6 Intersection Delay = 0.0 A 0.0 0.4 sec/veh HCS: Unsignalized Intersections Release 2.1d BADOOAT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2063 Ph: (904) 392-0378 Streets (N S) BOARDWALK a (E-W) ACCESS DRIVE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 other Information......... TOTAL TRAFFIC - YEAR 2000 - AM PEAK HOD R Two-way Stop -controlled Intersection = c Northbound= Southbound Eastbound Westbound L T R L T R L T R L T R ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ---- No. Lanes 0 > 1 0 0 1 < 0 0 > 0 < 0 0 0 0 Stop/Yield N N Volumes 30 470 260 20 5 5 PHF .95 .95 .95 .95 .95 .95 Grade MC,s (%) SU/RV's W CV,s W PCE's 0 1.10 --------------- 0 --------------- 1.10 1.10 .-------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections -Release 2.1d BADOOAT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WE EB Conflicting Flows: (vph) 284 Potential Capacity: (pcph) 994 Movement Capacity: (pcph) 994 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street SB NB _______________________________ __-___-_--_______- Conflicting Flows: (vph) 295 Potential Capacity: (pcph) 1240 Movement Capacity: (pcph) 1240 Prob. of Queue -Free State: 0.97 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.96 -------------------------------------------------------- Step 4: LT from Minor Street WE EB -------------------------------------------------------- Conflicting Flows: (vph) 812 Potential Capacity: (pcph) 359 Major LT, Minor TH Impedance Factor: 0.96 Adjusted Impedance Factor: 0.96 Capacity Adjustment Factor due to Impeding Movements 0.96 Movement Capacity: (pcph) -------------------------------------------------- 345 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ------ ------ ------- ------- ----- --------- EB L 6 345 > 512 7.2 0.0 B 7.2 EB R 6 994 > NB L 35 1240 3.0 0.0 A 0.2 Intersection Delay = 0.2 sec/veh HCS: Unsignalized Intersections Release 2.1d BTOOPT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) BOARDWALK (E-W) TROUTMAN Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 other Information......... TOTAL TRAFFIC - YEAR 2000 - PM PEAK HOU R Two-way Stop -controlled Intersection = I=LNorthboundd LSouthboundd I=LEastboundR LWestboundR No. Lanes 1 1 0 0 1 < 0 1 0 1 0 0 0 Stop/Yield N N Volumes 95 535 450 25 20 185 PHF .95 .95 .95 .95 .95 .95 Grade MC's (%) SU/RV's (%) CV's M PCE's 0 1.10 ------------- 0 --------------- 0 1.10 1.10 ------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d BTOOPT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 487 Potential Capacity: (pcph) 784 Movement Capacity: (pcph) 784 Prob. of Queue -Free State: 0.73 -------------------------------------------------------- Step 2: LT from Major Street -------------------------------------------------------- SB NB Conflicting Flows: (vph) 500 Potential Capacity: (pcph) 990 Movement Capacity: (pcph) 990 Prob. of Queue -Free State: -------------------------------------------------------- 0.89 Step 4: LT from Minor Street -------------------------------------------------------- WB EB Conflicting Flows: (vph) 1150 Potential Capacity: (pcph) 229 Major LT, Minor TH Impedance Factor: 0.89 Adjusted Impedance Factor: 0.89 Capacity Adjustment Factor due to Impeding Movements 0.89 Movement Capacity: (pcph) ---------------------------------- -------------------- 204 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) -------- ------ ------ ------ (veh) (sec/veh) ------- EB L 23 204 19.9 ------- ----- 0.4 C --------- 7.6 EB R 215 784 6.3 1.3 B NB L 110 990 4.1 0.4 A 0.6 Intersection Delay = 1.5 sec/veh HCS: Unsignalized Intersections Release 2.1d BTOOAT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets:=(N-S) BOARDWALK (E W) TROUTMAN=====______ Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 Other Information......... TOTAL TRAFFIC - YEAR 2000 - AM PEAK HOU R Two-way Stop -controlled Intersection = Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ No. Lanes 1 1 0 0 1 c 0 1 0 1 0 0 0 Stop/Yield N N Volumes 35 475 255 10 20 40 PHF .95 .95 .95 .95 .95 .95 Grade MC,a (%) SU/RV's (%) CV,s (%) PCEIs 0 1.10 ----------- --- 0 L______________ 0 1.10 1.10 --------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) -------- --------------------------------------------------------- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS==Unsignalized-Intersections-=-Release-2.ld---_BTOOAT=HCO__---Page-2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WE EB ------------------------------------- ___________________ Conflicting Flows: (vph) 274 Potential Capacity: (pcph) 1006 Movement Capacity: (pcph) 1006 Prob. of Queue -Free State: 0.95 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 279 Potential Capacity: (pcph) 1262 Movement Capacity: (pcph) 1262 Prob. of Queue -Free State: 0.97 -------------------------------------- __________________ Step 4: LT from Minor Street WE EB _____________________________________________________ Conflicting Flows: (vph) 810 Potential Capacity: (pcph) 360 Major LT, Minor TH Impedance Factor: 0.97 Adjusted Impedance Factor: 0.97 Capacity Adjustment Factor due to Impeding Movements 0.97 Movement Capacity: (pcph) 348 ----------------- Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) ----- ------ ------ ----- -------- EB L 23 348 11.1 0.1 C 6.2 EB R 46 1006 3.7 0.0 A NB L 41 1262 2.9 0.0 A 0.2 Intersection Delay = 0.6 sec/veh HCS: Unsignalized Intersections Release 2.1d BHPOOPT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S) BOARDWALK =DRIVE (E W) HIGH =POINT DRIVE= Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 6/20/97 Other Information......... TOTAL TRAFFIC - YEAR 2000 - PM PEAK HOU R Two-way Stop -controlled Intersection =cNorthbound a Southbound Eastboundc westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- --- ---- ---- - -- ---- ---- No. Lanes 0 > 1 c 0 0 > 1 c 0 0 > 0 c 0 0 > 0 c 0 Stop/Yield N N Volumes 5 725 5 5 480 10 40 15 5 5 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MCI (8) SU/RV's W CVIs W PCEIa 1.10 '-------------- 1.10 ------- - ----- - --------------- 1.20 1.10 Adjustment Factors 1.10 1.10 '-------------- vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) -- --- ------------------------------------------------------ ---- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d BHPOOPT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street ------ -------------------------------- WB EB ---------------- Conflicting Flows: (vph) 766 510 Potential Capacity: (pcph) 567 764 Movement Capacity: (pcph) 567 764 Prob. of Queue -Free State: 0.99 0.98 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 768 516 Potential Capacity: (pcph) 738 973 Movement Capacity: (pcph) 738 973 Prob. of Queue -Free State: 0.99 0.99 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major LT Shared Lane Prob. of Queue -Free State: 0.99 0.99 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1294 1288 Potential Capacity: (pcph) 189 190 Major LT, Minor TH Impedance Factor: 0.98 0.98 Adjusted Impedance Factor: 0.98 0.98 Capacity Adjustment Factor due to Impeding Movements 0.95 0.97 Movement Capacity: (pcph) -------------------------------------------------------- 180 184 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------------- -------- ------ ------ ------------- EB L 46 184 > ------- 234 21.2 1.2 D 21.2 EB R 18 764 > WB L 6 180 > 273 13.8 0.0 C 13.8 WB R 6 567 > NB L 6 973 3.7 0.0 A 0.0 SB L 6 738 4.9 0.0 A 0.0 ' Intersection Delay = 1.0 sec/veh HCS: Unsignalized Intersections Release 2.1d BHPOOAT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) BOARDWALKDRIVE= c = (E W)=HIGH POINT DRIVE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 6/20/97 Other Information......... TOTAL TRAFFIC - YEAR 2000 - AM PEAK HOU R Two-way Stop -controlled Intersection Northbound Southbound = ==Eastbound Westbound = -L- T R -L- T R L T R -L- T R -- - - - - ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 0 < 0 0 > 0 < 0 Stop/Yield N N Volumes 15 475 5 5 270 45 5 2 5 5 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade MCI (%) SU/RV's l%) CV's (%) PCE's ------------ 0 1.10 --------------- 1.10 ---------------- 1.10 1.10 --------------- Adjustment Factors 0 1.10 1.10 -------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ----------------------------------------- -- - ----------------- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized=Intersections =-_Release _2.1d---=BHPOOAT_H=O--=- Page -2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB --------------------------------------------------- Conflicting Flows: (vph) 502 308 967 Potential Capacity: (pcph) 771 967 Movement Capacity: (pcph) 771 1.00 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 505 331 Potential Capacity: (pcph) 985 1192 Movement Capacity: (pcph) 985 1192 0.98 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major LT Shared Lane Prob. 0.98 of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street WB EB ________________________________________________________ Conflicting Flows: (vph) 832 834 Potential Capacity: (pcph) 349 348 Major LT, Minor TH 0.97 0.97 Impedance Factor: 0.97 Adjusted Impedance Factor: 0.97 Capacity Adjustment Factor 0.96 due to Impeding Movements 0.97 Movement Capacity: (pcph) -------------------------------------------------------- 338 335 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) ______ ______ _______ _______ (sec/veh) --------- ________ ______ EB L 6 335 > 400 9.2 0.0 B 9.2 EB R 2 967 > WE L 6 338 > 470 7.9 0.0 B 7.9 WB R 6 771 > NB L 18 1192 3.1 0.0 A 0.1 SB L 6 985 3.7 0.0 A 0.1 Intersection Delay = 0.2 sec/veh HC6: Lin i anal i¢ed i n t_;'sect i on!, Hel-ase .. it, Paq Center or Mic'-.,computer_ in Lin iversity F lorlOc 51; weil Mall 1>;,3 i nesv ill.;, FL J28II-; GiiS 3tr er'L z'- (iv land ings i,F r.� I. <' cj n M,, j o r [Z1:reet'. Oire.'t ion.... LW i_en_gtil of T 1 we Anc• -zed ... 61i :ruinY Aria 1 vst. . . . . . . . . . . . Il'I fn Otle; lnr,rmaLior, k-II aI., pm C,'arnd �tol WC -rrcY Stop-C,lnir'ol lcd IrIL_r _ �?-lop E as L6i LP"rd Wes i0"unG Nor t h 6 Uun ri SOU thb..Lind L T P, L T ____ ____ ____ I No. Lanes ! u 11 u 0 0 1 iCi C. JtUp%'r I ld Vnl Limes 15= .,_= 1IC, o[i 4% 105; SCI p hlF .95 .95 .951 ._6_95i .�., tirade 0 u 0 Ic s Cm) 51.1'RV 's %)j l'.V'9'(R+J F'(',F I1_10 i.10 Ad.ioatment �ccLors Vehicle Critic& -I Foi Tow-uc Ntaneuver ________________________J_UV________ ban (t5) Time (tf) _ Tarr, jr Left TurMa . Ft Cad - ' i Richt Turn Minor- Through Traffic iMiin•.;r icon.^, ;.Liu .Sri L e f L TUrI I'li(Ior' KC>a H r. c, 15 icnn l-iCc_ inters._c t i ons n�lcnsc iP;;qe < Wor i:. on ee t: for TW;C in ter sc-cIL on JL .sa is RT from Minor bir-eet N ,°. Lon ii1 7: y r'll:rwr=: LVan) 474 S�r1 F'.�iel'I t'lel \, a p aiit\': Lp�`p111 79C %(li Movement 1, a4+dCit.y: (pcn) 79U 7!1 1'I'oL, Of uo eu e-r re_ :•Lb tc+: E,trp L I f roa ha , .' tr bet. WE) Ci __________ _______ _ ____________ _j`_ __._ Cnni -i i c t inu Flows: cvph) 5'- FotenLial Capacity: (pcph) 956 752 Fiovemenl Capacity' (pc'ph,, 956 !6; Prob. of Oueue-Free Mate: 0.90 0.80 ________________________________________________________ intersection Performance 3ummar-y Avg 95I F1,DW Move r`.hared Total CWc'Ue Approach Rate Car, Cap Delay Lenctl-I LOS Delay Movement. 1pcpn (P-11) (pcph) lsec jvr:h) (veil ) ( sec/ veil _ _____ 5 S 796 5. u.6 EI 1.4 5.4 U.rl C. EE. L 15�; 782 5.7 u.b - i.- Wc L 96 966 c_� Intersection Delay = 1.2 sec:ivei HCS: une.i pn-,l i=e•_'' inters.e.:O ons kelease is A, Cen7.er rr-r hh cro omputers in iransf.'orta;ion inivers,ty of Florid- Gainesville, FL 321511-200 Ph: i904) Sy:-037E landings (F-wr Major Street i.lirect.inn.... Ew Length o'r lime Ana'i zed... bC! (m'irii alldlya i................. ... m,ld iJal Arlh iy ... 1.11-i1'r information". :l!l.li YGi5 pni I)i.:.yrnd Ltnt=,l Two' -way =too-ronTrol) eri 1 n t e'r°'r•Ct iof, Eastbound Westbound_ I Nortnuomw 1 boutnbounrd L. T R L T R ; L. T P i_ T�. ____ ____ ____i____ _ - ___ ---- No. Lanes i 1 u 1 1 G 0 0 C Stop/Yield y IJ volumes 25 320 70 55 355 iY PHr 1 95 .95 .9595 95 95 __ 95 Vracte V U 11 C! MUS l ` 1 WS A) RCc's. ;1"i0 0 i. i01 1.10 ----------------------------------------------------------------------- AdiustItlent raCtorS venl-cIa orrti cal r?I low -up Maneuver ---------------------------------------------------------------- (Geri (Q) Time AT) Left Turn ma Ior Koad ...00 -13 Rigni Tuni W nor Road C.A 2 60 ihrounn Traffic Minor Road 6.00 ;..0 Left Tura f1; wr knad 6..,_ _.Al' W <'1 GneC: ff, iWS. intersection --------------------------------------------------------- _tar 1" FJ from Mirror :tract: Ne' S„ i.onfli.:Liny Flows: ,vpn' 174 414 F ;;tentia. Capaci locn;, 825 5?- Mr/enl::nt' .pcph) 895 854 r. ..J. C.- Clueuo�F I'e& y1..a L Stec L! from 1i-,i.' Sr _ WE 1.., it onf 11 ct i ng F ow F r vphl 411 45'[. Potential CapaCiry' Upcpii) 1092 104 Flovement 1, a;J a i C':: (ocpl'I! Ill`;! 104 Pr on, of l,ruelt-.Free t'ta te: 0,94 _._- --------------------------------------------------------- intar_.=_tion Perforrnaoce �immary F low move z+nared I or I Oueue Anoroacn Kate Cap Cap Delay Length LC!S Vela. Movement. {per r') k p ; p h ) 1pcphjlsecivenj (van) Lsecvvenj ________ ______ ______ ______ ------- _______ _____ --------- 4 NA R 6 B 0 4.0 0. 0 F. 4.4 SE Ee. L 29 A9. �.c 0.0 A 0.2 WE L 64 1092 0.1 A C.4 intersection Delay = 0.4 sec/ven HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 06-23-1997 Center For Microcomputers In Transportation Streets: (E-W) BOARDWALK DRIVE (N-S) JFK PARKWAY Analyst: RR File Name: BJFKOOAT.HC9 Area Type: Other 6-23-97 AM Comment: TOTAL TRAFFIC - YEAR 2000 Eastbound westbound = Northbound Southbound L ---- ---- T R ---- L T R L T R L T R No. Lanes 1 1< ---- ---- 1 1< ---- ---- ---- ---- 1 2 1 ---- ---- ---- 1 2< Volumes 15 195 10 15 305 70 50 40 35 140 20 35 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time ---------------------------------------------------------------------- 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru + Right * Right Peds Peds WB Left * SB Left Thru + Thru Right * Right Peds Peds NB Right EB Right SB Right WE Right Green 33.OP Green 17.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: ----------------------------------------------------------------------- 60 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat V/c g/C Approach: Mvmts ----- Cap ---- Flow - ----- Ratio Ratio Delay LOS Delay LOS EB L 373 640 ----- 0.043 ----- ---- --- ---- 0.583 4.1 A 4.5 --- A TR 1079 1849 0.200 0.583 4.5 A WB L 606 1039 0.026 0.583 4.0 A 5.1 B TR 1056 1810 0.374 0.583 5.2 B NB L 484 1530 0.109 0.317 11.0 B 10.9 B T 1180 3725 0.037 0.317 10.8 B R 501 1583 0.074 0.317 10.9 B SB L 504 1591 0.292 0.317 11.8 B 11.5 B TR 1067 3369 0.057 0.317 10.8 B Intersection Delay = 7.1 sec/veh Intersection LOS = B Lost Time/Cycle, L ----------------------------------------------------------------------- = 6.0 sec Critical v/c(x) = 0.345 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 06-23-1997 Center For Microcomputers In Transportation Streets (E-W) BOARDWALK DRIVE (N-S) JFK PARKWAY Analyst: RR File Name: BJFKOOPT.HC9 Area Type: Other 6-23-97 PM Comment: TOTAL TRAFFIC - YEAR 2000 Eastbound westbound =Northbound Southbound L T R L T R L T R L T R ---- ---- No. Lanes ---- ---- ---- ---- ---- 1 1< 1 1< ---- ---- ---- ---- 1 2 1 ---- 1 2< Volumes 60 415 35 65 355 155 215 155 85 225 115 90 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 ---------------------------- - - ------------------ Signal Operations - ------------------- Phase Combination 1 2 3 4 5 6 7 8 ES Left * NB Left Thru * Thru Right _ * Right Peds Peds WE Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 33.OP Green 17.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 60 secs Phase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat V/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- EB L ---- ------- ----- 211 361 0.299 ----- ----- 0.583 5.0 --- A ----- 5.5 --- B TR 1074 1841 0.441 0.583 5.5 B WB L 267 458 0.255 0.583 4.8 A 5.9 B TR 1037 1778 0.518 0.583 6.1 B NB L 351 1108 0.644 0.317 16.2 C 13.5 B T 1180 3725 0.145 0.317 11.2 B R 501 1583 0.178 0.317 11.3 B SB L 388 1225 0.611 0.317 15.2 C 13.3 B TR 1102 3480 0.206 0.317 11.4 B Intersection Delay = 9.2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) - ----------------------------------------------------------------------- 0.562 APPENDIX E HCS: Unsignalized Intersections Release 2.1d BTOOP.HCO Page-1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 _ Streets (N S) BOARDWALK = (E-W) TROUTMAN =_ Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 Other Information......... BACKGROUND TRAFFIC - YEAR 2000 - PM PEA K HOUR Two-way Stop -controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 0 0 1 < 0 1 0 1 0 0 0 Stop/Yield N N Volumes 95 530 420 15 20 185 PHF 95 95 .95 .95 .95 .95 Grade MC's (%) SU/RV's (%) CV's (%) PCE's 0 1.10 ------------- - 0 --------------- 0 1.10 1.10 --------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------ Left Turn Major ----------------------------------------- Road 5.00 2.10. Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS_ Unsignalized- Intersections --=Release =2.ld----BTOOP.HCO-== Page-2 worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WE EB Conflicting Flows: (vph) 450 Potential Capacity: (pcph) 819 Movement Capacity: (pcph) 819 Prob. of Queue -Free State: 0.74 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 458 Potential Capacity: (pcph) 1037 Movement Capacity: (pcph) 1037 Prob. of Queue -Free State: 0.89 -------------------------------------------------------- Step 4: LT from Minor Street WE EB -------------------------------------------------------- Conflicting Flows: (vph) 1108 Potential Capacity: (pcph) 242 Major LT, Minor TH 0.89 Impedance Factor: Adjusted Impedance Factor: 0.89 Capacity Adjustment Factor due to Impeding Movements 0.89 Movement Capacity: -------------------------------------------------------- (pcph) 216 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) ------- ----- (sec/veh) ------z- -------- EB L ------ 23 ------ 216 ------------- 18.7 0.3 C 7 EB R 215 819 6.0 1.2 B NB L 110 1037 3.9 0.3 A 0.6 Intersection Delay = 1.5 sec/veh HCS: Unsignalized intersections Release 2.1d BT00A.HC0 _ Page-1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) BOARDWALK (E-W) TROUTMAN Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 Other Information......... BACKGROUND TRAFFIC - YEAR 2000 - AM PEP K HOUR Two-way Stop -controlled Intersection = Northbound c Southbound Eastbound L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 0 0 1< 0 1 0 1 stop/Yield volumes PHF Grade Mc,s (%) SU/RV's W CV's (%) PCE's N 35 445 .95 .95 0 1.10 --------------- 250 10 .95 .95 0 --------------- 10 .95 1.10 40 .95 0 Westbound L T R ____ ---- 0 0 0 1.101 ---------------------- HCS: Unsignalized Intersections Release 2.1d ST00A.HC0 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 268 Potential Capacity: (pcph) 1013 Movement Capacity: (pcph) 1013 Prob. of Queue -Free State: 0.95 -------------------------------------------------------- Step 2 LT from Major Street SB NB ________________________________________________________ Conflicting Flows: (vph) 274 Potential Capacity: (pcph) 1269 Movement Capacity: (pcph) 1269 Prob. of Queue -Free State: 0.97 -------------------------------------------------------- Step 4: LT from Minor Street WB EB _____________________________________________________ Conflicting Flows: (vph) 774 Potential Capacity: (pcph) 377 Major LT, Minor TH Impedance Factor: 0.97 Adjusted Impedance Factor: 0.97 Capacity Adjustment Factor due to Impeding Movements 0.97 Movement Capacity: -------------------------------------------------------- (pcph) 365 Intersection Performance Summary Adjustment Factors Avg. 95% Vehicle Critical Follow-up Flow Move Shared Total Queue Approach Maneuver Gap tg Time (tf) Rate Cap Cap Delay Length LOS Delay ________________________________________ -------------------------- Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) Left Turn Major Road 5.00 2.10 2.60 ________ ______ ______ ______ _______ _______ _____ Right Turn Minor Road 5.50 3.30 EB L 12 365 10.2 0.0 C Through Traffic Minor Road 6.00 5.0 Left Turn Minor Road 6.50 3.40 EB R 46 1013 3.7 0.0 A NB L 41 1269 2.9 0.0 A 0.2 Intersection Delay = 0.4 sec/veh Page 2 HCS: Unsignalized Intersections Release 2.1d BHPOOP.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) BOARDWALK DRIVE=== _ _ (E-W) HIGH: POINTDRIVE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 6/20/97 Other Information......... BACKGROUND TRAFFIC - YEAR 2000 - PM PEA K HOUR Two-way Stop -controlled Intersection Northbound Southbound Eastbound bound = L T R I L T R I L T R L Westbound R No. Lanes 1 0 1 < 0 1 0 > 1 0 1 0 0 0 1 0 > 0 < 0 Stop/Yield Volumes PHF Grade MCI (%) SU/RV's (%) CV's (%) PCE's N 705 5 .95 .95 0 --------------- N 5 475 .95 .95 0 1.10 --------------- Adjustment Factors 5 5 .95 .95 0 1.10 1.10 --------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS= Unsignalized- Intersections --=Release C2.ld----BHPOOP.=CO===-=Page -2 worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WE EB Conflicting Flows: (vph) 744 Potential Capacity: (pcph) 581 Movement Capacity: (pcph) 581 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 747 Potential Capacity: (pcph) 755 Movement Capacity: (pcph) 755 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street WE ES -------------------------------------------------------- Conflicting Flows: (vph) 1250 Potential Capacity: (pcph) 200 Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) ------------ ------------------------------------- 198 ---- Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) ------ - - ---------- ------- ----- (sec/veh) --------- -------- ------ WB L 6 198 > 295 12.7 0.0 C 12.7 WE R 6 581 > SB L 6 755 4.8 0.0 A 0.1 Intersection Delay = 0.1 sec/veh HCS: Unsignalized Intersections Release 2.1d BHPOOA.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S)6BOARDWALK cDRIVE ac (E-W) HIGH POINT DRIVE c Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 6/20/97 Other Information......... BACKGROUND TRAFFIC - YEAR 2000 - AM PEA K HOUR Two-way Stop -controlled Intersection Northbound Southbound Eastbound westbound e L T R I L T R I L T R L T R No. Lanes 0 1 < 0 10 > 1 0 10 0 0 10 > 0 < 0 Stop/Yield N N Volumes PHF Grade MCI (%) SU/RVIs M CVIs W PCEIs 470 5 .95 .95 0 --------------- 5 250 .95 .95 0 1.10 -------------- Adjustment Factors 5 5 .95 .95 0 1.10 1.10 -------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ---------------------------------------------------------------- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d BHPOOA.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 498 Potential Capacity: (pcph) 774 Movement Capacity: (pcph) 774 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 500 Potential Capacity: (pcph) 990 Movement Capacity: (pcph) 990 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 766 Potential Capacity: (pcph) 381 Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) ---------------------------------------------- 378 ------- Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) -------------- ----- (sec/veh) --------- -------- ------ ------ ------ WB L 6 378 > 508 7.3 0.0 B 7.3 WE R 6 774 > SB L 6 990 3.7 0.0 A 0.1 Intersection Delay - 0.1 sec/veh I !(;S : On. i C."a -1 i M ed 1 n i c I Ct Rp'leas'- ; to T oa& - - - - - - H J n r.. i ar, , 1 1 z e d, i n t c' C! p Ce,-tze,- For' r'i'..ro:c'mput_er- it-, Trenso,i-LaHof, iintversityOf rloriic I 2 Weil Ha j i WorkSjheL t TW SC 1 ntersec t i o, , 6ainesvi)le, FL_ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Ph (904) 392-0-575 I: RT from Minor Street N 6 S P. Sizie tsN-S - land i nq& (E-W� - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - C. r., n f 1 i c IL i n g F It o o h t - - - - - - - - - - - - - - 456 - - - E 2 6 Major JT_reet Direction. . . . EW PotEni.ia) Capacity': tDcPh% 8 1 1 l50 Length or Time Ariavzed . 60 (min, Movement Cr,paril.v: 1pcpji) 611 i50 Ana l YFIL . . . . . . . . . rob of kjueUe-F ree ate 5 am - utrier ln�orml�t�t . . ... . . . . . . (='�'-rd totst eL -1 f -om HNjor clti ee L lD WE, Eft �O_Wa V LOD ''_Ol or; LroiI eCj Inter Sc - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ======= - - - - - - - - - Con f -i is t- i nO F -1 Ows vpl 1 516 655 Eastbouncj We S tt)0lJ nd NorthbOt.ind 5outhbound Potential t,Apac i ty : trcph) Q 7'.1 8 L T R L T R L T P L i R Movemeni Capoc. ii ty : locph., 975 8 3 - - - - - - - - - - - - - - - - - - - - ____i____ - - - - - - - - - - - - - - - - - - - - P,ob , Of u . No. Lanes I 1 0 1 1 0 0 it 1 0 u I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - St oD -i d N Volumes I :1 6 Cj 4 0 Intersection Performance 3'u mma - v PHF .95 95 95 95 95 .95 ,95 Grade Avg. ' v51 F'hared Total - UUeLle Approach SI!ikv'sRate cap Ca I:, Delay Length LOS D & -I a v cv- Movement 1, P C P 11 1 (pcoh) { p c p n tsec/ven) (ven) (Sec/ven) PCE s i . 10 1 ri i1j; I i 6 P -------- ------ ------ ------ ------- ------- ----- --------- ------------------------------------------------------------------------ NE. k 122 8 1 i 5.2 0.6 E 5.0 Adjustment Factors SEl F �5 I ?-;0 5.0 0.0 El 'Vehicle Critical Follow-up EF, L 156 8 3 -1 U.8 6 Maneuver Gap 09) Time (tf) ---- --- - - - - -------------- WE L A A --- --- ----- - --- ---- -- ------------- - ----- - Left Turn Major- Road 5.00 2 . 10 intersection Delay sec veh Right Turn Minor koacl o.50 -1hrOLlain Traffic minor Rod 6 . 0 u 3 Cl Left Turn Minor- Road 6.50 . 40 HCS: 'UI'is igna l'i Zed II'lte,-sec'i".inn. Release 16 i'age- Cel'rLcr Fol' Ih iCI' o,_o,,,pu'Lers 1n I ransport,S L ioll Uri i ver's i ty of Fl,r-i0a 512 Well Halt &,3 in esv'i 11 e., FL .>261-208.:: F'h: (904) 392-05_L. Streets, 04" landings t&rb noardwal). Major �ltreei: Dil"eci:'lon.... EW Lerigth of Time AnB iyzed... 6L' min) Ant;)yst.. .... ....... In ld Date of Ana-V is .. ' / :7 Other lutorm tiol .... 2000 '01 e,m Pm ul: c7 r'-nd total Iwo - way Stop nor, trol Iea Ill ter_ecti on Eastuound I We=_:i_bouna Ivor Inbound SOUthbOLMIJ I_ T K L I R 1 L 7R L T K i____ ____ ____i_ ____ ________ ____ ---- ---- -_-- No. Lanes 1< 0 i i 0 ; 0 0 l t Stop/Yield R; N; Volumes 1 25 145 70; 55 150 PHF _95 .95 95 05 .95 .9 I .05i .95 Drape 0 0 0 u MC•s (%) SU/RV's tA)I C V • s k % PCE.'.. - Ill 10 1.-0! I.10 ----------------------------------------------------------------------- Ad iustmert Factors Vehicle Cr-itica l Follow-up Maneuver W o (tg) Time I.tf) _____________________________ Left lure major Roan ______________________________ 5.00 2.10 Right Turn Minor- Road 5.50 2.60 Irlrough lraffQ M1nor Road 6.00 330 Lett lurn Minor road 6.50 1.40 unsinnal i_ed intersect'i orl. i.:i lea=,e _. ic; F'r.-go Wor'ba'.hcEt fol- 7W5C intersection ,"tep is RT from Minor Street: NE• S0 Con; licti nc riows: Lvon) 190 408 Potential Capacity: (peon) 110? 860 Movement Capacity: 1pcph) 1109 860 Pr"oL-. of i.lueue-Free State: 0-99 0.9 Steo Ll frui,, ilia lor- St.r eet. WEz EE _ _..___.___.__._ Coll Ilrt inU _____._____.__-____ °laws. kvoll) ____ _..___ 227 A47 �otenti,al Capacity: 1pcph) 1336 i050 riovement Capacity: (pcph) 1586 1050 Pr-oo_ of ________________________________________________________ Vuelre-Free _•tatc: 0.95 0.97 intersection Performance summary Avg. 95R• Fiow Move Shar'eti Total Queue Approach Rate Cap Cap Vela Length L(JC• Delay NovemenT_ ________ Lpcph) 1pcpn) (.pcph)tsecjveh) {Veh) _____ ______ ______ ______ _______ _______ )sec/Veh) _________ 4. SE• R L9 E60 EPL 29 1050 0.0 A u_4 W6 L 64 OVID 2.8 0.0 A 0.3 intersection Delay = 0.5 sccIve'r HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 06-23-1997 Center For Microcomputers In Transportation Streets (E W) BOARDWALK DRIVE== (N-S)=JFK=PARKWAY Analyst: RR File Name: BJFKOOA.HC9 Area Type: Other 6-23-97 AM Comment: BACKGROUND TRAFFIC - YEAR 2000 Eastbound westbound Northbound Southbound L T R L T R L T R_ L T R ____ ____ ____ ____ ____ ____ ____ ____ ---- No. Lanes 1 1 < 1 1 < 1 2 1 1 2 < Volumes 15 165 10 15 300 70 50 40 35 100 20 35 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 3_00 3_00 3_00 3_00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 _________________________________________ Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left + Thru * Thru Right * Right Peds Peds WB Left * SB Left Thru * Thru Right * Right + Peds Peds NB Right EB Right SS Right WB Right Green 33.OP Green 17.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 60 secs Phase combination order: #1 #5 ---- ---------- ---------------------------------- - -- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS _____ ____ _______ _____ _____ _____ ___ _____ --- EB L 378 648 0.042 0.583 4.1 A 4.4 A TR 1077 1846 0.172 0.583 4.4 A WE L 658 1128 0.024 0.583 4.0 A 5.1 B TR 1056 1810 0.369 0.583 5.1 B NB L 484 1530 0.109 0.317 11.0 B 10.9 B T 1180 3725 0.037 0.317 10.8 B R 501 1583 0.074 0.317 10.9 B SB L 504 1591 0.208 0.317 11.4 B 11.2 B TR 1067 3369 0.057 0.317 10.8 B Intersection Delay = 6.9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6_0 sec Critical v/c(x) = 0.313 _______________________________________________________________ �4c' ..cn r,=r is pr' 1`i'i ..^r OC ninbUt er? In ir"anSUOr LaCi;v� 1{reel>: (C-W' bOar'G'r,.ylla tN-j'1 'fb Ana lv st Mjd File Ar EL 7VD@: iti+"rer _.-5;' ani o en t, omn, et: 63CC4Y`OunU LraitlC - V^Rr' il'1rV' i.uo,jndWesrbou nd___-__ J`r I. n o ou n ci =ol, o uno L T Iu LEI"ic_ t umes d0 i'10 65 r 146, 'i.`. Ci J'i� L15 11` Ylj Lane W (Y tl;i_.r.1 1E.ii iP.W RTOR V.-,ls L USt Time ,, .lJrrIU;J.IJ iJ S.VU .. .IIV ;,i . ll it ...rr iiUlJ.rii r'J _.0fi __________________________ �. ignbl VG H'a T. ii'n: Phase hnwi-�ination 1 2 .i 4 c5 Lett k iaht 6i al -It Wo z, e L..i nrrr, i i'.ru F'ignt Runt rods red ur,t ;En Right S6 Right ;W6 ni 11_1-1t Green 5: . G' j 6 een 1 7 . CIr Yeilnw/AR -.G iellow"AR 5C, Cycle Le,,gt:h: 60 secs Rhisecc,mbinat'ion or-cer: ql c5 ------------" Intersection Pe.rfnrRlEnra Stimolar"l' Lana 6rnup: Ad.i jai v:r g;C A.a or oacn: M vmis i.a0 Fi,>w Ratio Ratio 6elav LU-, uelav LG° ---- E6 L 25� u 0 c50 0 5fi - u --- TR i07a io4i Cj.4:i7 r. W6 L 467 0.250 0.56 a.7 A 5.6 ElTR iDJ6 i; 74 0.47 i 0.56 5. i iJE L 95i ii6E 0.644 r.317 16."c C i5.5 T ilor 5725 0.145 r.Si7 11.E F.' S01 15E- 0.17E c.31i i1.5 6 SE 1. 's56 12'i5 0.- u., 1i .317 14.7 E. , Ti; l 101- i460 0 06 il._ i j 15.4 5r'c:=,_C inn VaI .iV = _ i -cn In*:Erc.c�ti<,n LV`, = C. LOST I'i rt'i-!r. 1'^It-, L = 6 0 _._C Q'i L'i cal v:r .:l = _ iii ` 1 APPENDIX D M r M M HCS: Unsignalized Intersections Release 2.1d ST97P_HCO_ _ _Page-1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) BOARDWALK (E-W) TROUTMAN Major street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 Other Information......... EXISTING CONDITIONS - YEAR 1997 - PM PE AK HOUR Two-way Stop -controlled Intersection _ = INorthbound I Southbound I EastboundR I LWestboundR L T R L T R L No. Lanes I 1 1 0 10 1 < 0 11 0 1 10 0 0 Stop/Yield volumes PHF Grade Mc,s (%) SU/RV's W CV,s W PCEIs N 91 507 .95 .95 0 1.10 -------------- N 401 13 .95 .95 0 --------------- Adjustment Factors Vehicle critical Follow -UP Gap (tg) Time (tf) Maneuver Left Turn Major ------------------------------------------ Road 5.00 2.10 2.60 Right Turn Minor Road 5.50 3.30 Through Traffic Minor Road 6.00 3.40 Left Turn Minor Road 6.50 HCS: Unsignalized- Intersections -_-Release _2.1d-__-BT97P.HC0Page -2 Wcrksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB ___________________________________ Conflicting Flows 429 (vph) 839 Potential Capacity: (pcph) Movement Capacity: (pcph) 0839 39 Prob. of Queue -Free State: Step 2: LT from Major Street SB ___- -___ ___________NB Conflicting Flows: (vph) 436 Potential Capacity: (pcph) 1062 Movement Capacity: (pcph) 1062 Prob. of Queue -Free State: 0.90 -------------------------------------------------------- Step 4: LT from Minor Street WE EB _ _____ ______________________________ Conflicting Flows: (vph) 1059 Potential Capacity: (pcph) 258 Major LT, Minor TH 0.90 Impedance Factor: 0.90 Adjusted Impedance Factor: Capacity Adjustment Factor 0.90 due to Impeding Movements 232 Movement Capacity: (pcph) Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) ________ ______ ______ --------- EB L 21 232 17.1 0.2 C 6.7 EB R 201 839 5.6 1.1 B NB L 106 1062 3.8 0.3 A 0.6 Intersection Delay = 1.4 sec/veh HCS: Unsignalized Intersections Release 2.1d BT97A.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets:(N-S) BOARDWALK = _ (E-W) TROUTMAN Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/24/97 Other Information......... EXISTING CONDITIONS - YEAR 1997 - AM PE AK HOUR Two-way Stop -controlled Intersection =LNorthboundd I LSouthboundd cLEastboundR LWestboundR No. Lanes 1 1 0 0 1 < 0 1 0 1 0 0 0 Stop/Yield N N Volumes 33 422 239 6 7 37 PHF .95 .95 .95 .95 .95 .95 Grade MC's (%) SU/RV's (%) CV's (%) PCE's 0 1.10 ---------------- 0 --------------- 1.10 1.10 -------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major - Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS:-Unsignalized- Intersectionss _--Release -2.ld---_BT97A.HC0------ Page -2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 255 Potential Capacity: (pcph) 1028 Movement Capacity: (pcph) 1028 Prob. of Queue -Free State: 0.96 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 258 Potential Capacity: (pcph) 1292 Movement Capacity: (pcph) 1292 Prob. of Queue -Free State: 0.97 -------------------------------------------------------- Step 4: LT from Minor Street WB ES _____________________________________________________ Conflicting Flows: (vph) 734 Potential Capacity: (pcph) 398 Major LT, Minor TH Impedance Factor: 0.97 Adjusted Impedance Factor: 0.97 Capacity Adjustment Factor due to Impeding Movements 0.97 Movement Capacity: (pcph) - ----- ------- - - ------------------------------------ 386 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) ------- (veh) ------- (sec/veh) ------------ __ _ ------ ------ ------ EB L 8 386 9.5 0.0 B 4 6 EB R 43 1028 3.7 0.0 A NB L 39 1292 2.9 0.0 A 0.2 Intersection Delay = 0.4 sec/veh HCS: Unsignalized Intersections Release 2.1d BHP97P.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S) BOARDWALK DRIVE (E-W)cHIGH POINT DRIVE= Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 6/20/97 Other Information......... EXISTING CONDITIONS - 1997 - PM PEAK HO UR Two-way Stop -controlled Intersection Northbound Southbound Eastboundc Westbound L T__ R L T R __ L T R L T R ____ ______ ____ ____ ______ ____ ____ ____ ____ ____ No. Lanes 0 1 < 0 0 > 1 0 0 0 0 0 > 0 < 0 Stop/Yield N N Volumes 671 4 6 451 2 3 PHF .95 .95 .95 .95 .95 .95 Grade MC's M SU/RV's (%) CV's (%) PCE's ------------ 0 -------------- 1.10 --------------- Adjustment Factors 0 1.10 1.10 --------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d 33HP97P.HC0 Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WE EB Conflicting Flows: (vph) 708 Potential Capacity: (pcph) 606 Movement Capacity: (pcph) 606 Prob. of Queue -Free State: 1.00 -------------------------------------------------------- Step 2: LT from Major Street SB NB ________________________________________________________ Conflicting Flows: (vph) 710 Potential Capacity: (pcph) 787 Movement Capacity: (pcph) 787 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 ------------------------------------------------- Step 4: LT from Minor Street WE EB ________________________________________________________ Conflicting Flows: (vph) 1189 Potential Capacity: (pcph) 217 Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) ________________________________________________________ 214 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) ________ ______ ______ _____________ _______ _____ --------- WE L 2 214 > 350 10.4 0.0 C 10.4 WE R 3 606 > SB L 7 787 4.6 0.0 A 0.1 Intersection Delay = 0.1 sec/veh HCS: Unsignalized Intersections Release 2.1d BHP97A.HC0 Page 1 Center For Microcomputers =In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N S) BOARDWALK DRIVEc =_ (E-W) HIGH POINT DRIVE _ Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 6/20/97 Other Information......... EXISTING CONDITIONS - 1997 - AM PEAK HO UR Two-way Stop -controlled Intersection Northbound Southbound Eastbound6 Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- --- ---- --- ---- --- No. Lanes 0 1 < 0 0 > 1 0 0 0 0 0 > 0 < 0 Stop/Yield N N Volumes 449 1 2 236 3 5 PHF .95 .95 .95 .95 .95 .95 Grade MC's (%) SU/RV's (%) CV's (%) PCE's 0 .--------------. 0 1.10 -------------- Adjustment Factors 0 1.10 1.10 -------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1d BHP97A.HC0 Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 474 Potential Capacity: (pcph) 796 Movement Capacity: (pcph) 796 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 474 Potential Capacity: (pcph) 1019 Movement capacity: (pcph) 1019 Prob. of Queue -Free State: 1.00 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 1.00 --------------------------------------------------- Step 4: LT from Minor Street WE EB -------------------------------------------------------- Conflicting Flows: (vph) 724 Potential Capacity: (pcph) 403 Major LT, Minor TH Impedance Factor: 1.00 Adjusted Impedance Factor: 1.00 Capacity Adjustment Factor due to Impeding Movements 1.00 Movement Capacity: (pcph) ------------- ----- ---- - ----------------------------- 402 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ------ ------ -------------- -------------- WB L 3 402 > 600 6.1 0.0 B 6.1 WB R 6 796 > SB L 2 1019 3.5 0.0 A 0.0 Intersection Delay = 0.1 sec/veh HCS: Unsignalized Intersections Release 2.1d BL97P.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) LANDINGS (E-W) BOARDWALK DRIVE Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 6/20/97 Other Information......... EXISTING CONDITIONS - 1997 - PM PEAK HO UR Two -way -Stop controlled_ Intersection =-- ---------------------------- LEastboundR LWestToundR LNorthboundd LSouthboundR No. Lanes 11 1 < 0 1 1 1 c 0 1 0 > 1 c 0 1 1 1 c 0 Stop/Yield volumes PHF Grade MCI (%) SU/RV's (%) CVIa (%) PCEIs S 128 341 106 .95 .95 .95 0 1.10 --------------- N 80 364 230 .95 .95 .95 0 1.10 --------------- 78 62 98 .95 .95 .95 0 1.101.10 1.10 - Adjustment Factors 18 9 27 .95 .95 .95 0 1.10 1_10 1_10 Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS= U=s=gnalized- Intersections =--Release _2.1d----BL97P HCOP=9e=2 Worksheet for TWSC Intersection ____________________________________-___-_-__- Step 1: RT from Minor Street ___________________-_______ NB BE _ _____ Conflicting Flows (vph) 415 853 504 769 Potential Capacity: (pcph) 853 769 Movement Capacity: (pcph) 0.87 0.96 Prob. of Queue -Free State: ------- ------------------------------------------------- Step 2: LT from Major Street WE EB _ _____ ______________________________ Conflicting Flows (vph) 471 1022 625 863 Potential Capacity: (pcph) 1022 863 Movement Capacity: (pcph) 0.91 0.83 Prob. of Queue -Free State: ------- ------------------------------------------------- Step 3: TH from Minor Street NB SB ------------------------------------- Conflicting Flows: (vph) 1259 1194 258 Potential Capacity: (pcph) 236 Capacity Adjustment Factor 0.75 75 0. due to Impeding Movements 175 Movement Capacity: (pcph) 09 0.94 Prob. of Queue -Free State: ------------------------------------------------ Step 4: LT from Minor Street NB SB ------------------------------------- Conflicting Flows (vph) 1156 227 1222 208 Potential Capacity: (pcph) Major LT, Minor TH 0.71 0.45 Impedance Factor: 0.78 0.56 Adjusted Impedance Factor: Capacity Adjustment Factor 07175 0.49 due to Impeding Movements 149 02 Movement Capacity: (pcph) ________________________________________________________ Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) ------ ------ (veh) ------- ------- (sec/veh) ----- ------- -------- ------ NB L 90 170 > NB T 72 179 > 258 247.3 23.4 F 297.3 NB R 113 653 > SB L 21 102 44.4 0.8 E 20.7 SB T 10 194 > SB R -31 769 > 446 8.9 0.2 B EB L 149 863 5.0 0.7 B 1.1 A 0.5 WE L 92 1022 3.9 0.2 Intersection Delay = 39.5 sec/veh HCS: Unsignalized Intersections Release 2.1d SL97A.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: -(904)-392-0378c=Qom=a= Streets: (N-S) LANDINGS (E-W) BOARDWALK DRIVE Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 6/20/97 Other Information......... EXISTING CONDITIONS - 1997 - AM PEAK HO UR Two-way Stop -controlled Intersection ====L===cc=I=LEastboundR = LWestboundRc LNorthboundd_= LSouthboundR== No. Lanes 1 1 1 < 0 1 1 1 < 0 1 0 > 1 < 0 1 1 1 < 0 Stop/Yield Volumes PHF Grade MCI (%) SU/RV's (%) CV's (%) PCE's ------------ N 25 180 67 .95 .95 .95 0 51 333 70 .95 .95 .95 0 7 4 4 .95 .95 .95 0 1.10 1.10 1.10 -------------- Adjustment Factors 54 40 23 .95 .95 .95 0 1.10 1.10 1.10 -------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ----------- Left Turn Major - ---------------------- Road 5.00 ----- ----------- -- 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS_-U=signalized- Intersections =--Release -2.1dBL97A HCDPage-2 Worksheet for TWSC Intersection -------------------------------------------- Step 1: RT from Minor Street -- SB ________________________________________________________ Conflicting Flows: (vph) 224 386 881 Potential Capacity: (pcph) 1066 881 Movement Capacity: (pcph) 1066 0.97 Prob. of Queue -Free State: 1.00 - ------------------- ---------------------------------- Step 2: LT from Major Street WB EB ________________________________________________________ Conflicting Flows: (vph) 260 425 Potential Capacity: (pcph) 1289 1075 Movement Capacity: (pcph) 1289 1075 0_97 Prob. of Queue -Free State: 0_ --95 - Step 3_THfromMinorStreet NB SB - -- - - Conflicting Flows: (vph) 730 728 Potential Capacity: (pcph) 452 453 Capacity Adjustment Factor 0.93 due to Impeding Movements 0.93 Movement Capacity: (pcph) 420 421 Prob. of Queue -Free State: 0.99 0.89 -------------------------------------------------------- Step 4: LT from Minor Street NB SB ________________________________________________________ Conflicting Flows: (vph) 726 696 Potential Capacity: (pcph) 402 419 Major LT, Minor TH 0.83 0.92 Impedance Factor: 0.87 0.94 Adjusted Impedance Factor: Capacity Adjustment Factor 0.94 due to Impeding Movements 0.84 Movement Capacity: (pcph) ----------- ---------------------------------- 338 --------- 392 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) ------ ------ (veh) -------------- (sec/veh) --------- -------- ------ NB L 8 338 > NB T 4 420 > 433 8.6 0.0 B 8.6 NB R 4 1066 > SB L 63 -392 10.9 0.6 C SB T 46 421 > 9.4 _ SB R 26 881 > 519 8.1 0.5 B EB L 29 1075 3.4 0.0 A 0.3_ _ WB L. _ 59 1289 2..9 0.0 A 0.3 - Intersection Delay 1.7 sec/veh HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 06-20-1997 Center For Microcomputers In Transportation Streets:=(E W) BOARDWALK DRIVE= (N-S) JFK PARKWAY Analyst: RR File Name: BJFK97A.14C9 Area Type: Other 6-20-97 AM Comment: EXISTING CONDITIONS - 1997 Eastbound = Westbound Northbound Southbound= L T R L T R L T R L T ---- R No. Lanes ---- ---- 1 ---- 1 < ---- ---- 1 1 < ---- ---- ---- ---- 1 2 1 ---- ---- 1 2 < Volumes 11 159 8 11 296 68 36 40 33 43 18 34 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left + Thru * Thru Right * Right + Peds Peds WB Left * SB Left Thru + Thru + Right + Right + Peds Peds NB Right EB Right SB Right WB Right Green 35.OP Green 15.0P Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 60 secs Phase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts ----- Cap ---- Flow Ratio ------- ----- Ratio Delay LOS ----- ----- --- Delay ----- LOS --- EB L 414 672 0.029 0.617 3.4 A 3.7 A TR 1141 1850 0.153 0.617 3.7 A WB L 710 1151 0.017 0.617 3.4 A 4.3 A TR 1116 1810 0.344 0.617 4.3 A NB L 436 1540 0.087 0.283 12.0 B 11.9 B T 1055 3725 0.042 0.283 11.9 B R 449 1583 0.078 0.283 12.0 B SB L 451 1591 0.100 0.283 12.1 B 12.0 B TR 952 3360 0.061 0.283 11.9 B Intersection Delay = 6.3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical ----------------------------------------------------------------------- v/c(x) = 0.267 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 06-20-1997 Center -For Microcomputers In Transportation = Streets: (E-W) BOARDWALK DRIVE _ (N S) JFK PARKWAY Analyst: RR File Name: BJFK97P.HC9 Area Type: Other 6-20-97 PM Comment: EXISTING CONDITIONS - 1997 ===Eastbound ====westbound = Northbound Southbound L T R L T R L T R L T R No. Lanes ---- 1 ---- ---- 1 < ---- ---- 1 1 < ---- ---- ---- ---- 1 2 1 ---- ---- ---- 1 2 < Volumes 55 390 31 61 387 133 129 148 80 185 108 87 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 -------- -------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right Right Peds Peds WE Left * SB Left Thru * Thru Right Right Peds Peds NB Right EB Right SB Right WE Right Green 33.OP Green 17.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 60 secs Phase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- EB L ---- 203 ------- ----- 348 0.286 ----- ----- --- 0.583 5.0 A ----- 5.3 --- B TR 1074 1842 0.413 0.583 5.4 B WB L 302 518 0.212 0.583 4.6 A 5.9 B TR 1045 1791 0.524 0.583 6.1 B NB L 358 1130 0.380 0.317 12.4 B 11.6 B T 1180 3725 0.139 0.317 11.1 B R 501 1583 0.168 0.317 11.3 B SB L 393 1241 0.496 0.317 13.5 B 12.4 B TR 1101 3476 0.196 0.317 11.4 B Intersection Delay = 8.3 sec/veh Intersection LOS = B Lost Time/Cycle, ----------------------------------------------------------------------- L = 6.0 sec Critical v/c(x) = 0.514 APPENDIX C UNSIGNALIZED INTERSECTIONS Irtlersection7'otal Delay = (Vehicle Total Delay x Volume) _ Volume Level -of -Service (Intersection) _ Level -of -Service Average Total Delay, secheli A <_5 B >5and 510 C > 10and <_20 D >20and <_30 C > 30 and 5 45 r > 45 n Level of Servlce for Slgnsllzed Intersectlons Level of service for signalized intersections is defined in terms of delay, which is a measure of driver discomfort and frustration, fuel consumption, and lost travel time. Specifically, level -of - service (LOS) criteria are slated in terms of the average slopped delay per vehicle for a 15-min analysis period. The criteria are given in Table 9-1. Delay may be measured in the field or estimated using procedures presented later in this chapter. Delay is a complex measure and is dependent upon a number of variables, including the quality of progression, the cycle length, the green ratio, and the P/c ratio for the lane group in question. LOS A describes operations with very low delay, up to 5 sec per vehicle. This level of service occurs when progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. LOS B describes operations with delay greater than 5 and up to 15 sec per vehicle. This level generally occurs with good progres- sion, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of average delay. LOS C describes operations with delay greater than 15 and up to 25 see per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, though many still pass through the intersection without stopping. LOS D describes operations with delay greater than 25 and up to 40 sec per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. LOS E describes operations with delay greater than 40 and up to 60 see per vehicle. This level is considered by many agencies to be the limit of acceptable delay. 'I here high delay values generally indicate poor progression, long cycle lengths, and high P/c ratios. Individual cycle failures are frequent occurrences. LOS F describes operations with delay in excess of 60 sec per vehicle. Ibis level, considered to be unacceptable to must drivers, often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the intersection. It may also occur at high v/c ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. TABLE 9-1. LEVEL -OF -SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC) A 55.0 B >5.0 and 5 15.0 C >15.0 and 5 25.0 D >25.0 and 5 40.0 E >40.0 and 5 60.0 F >60.0 APPENDIX B A M p m MATTHEW J. DELICH , P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Observer Mt KC INTEASEC'ION OF TABULAR SUMMARY OF VEHICLE. COUNTS Date `� 15 q 7 Day Fet bA y �Iry Folfr l:O L L / AJ `: 1 F K /a r D w A(-i - AND R -Right turn S= Straight L = Lett turn TIME BEGINS J F K J FK OT Norm South P,O.a�Dw/1�� from :AST I R I S I L I Total II tram WEST R I S I L I Total II I TE "1e3 TOTAL ALL tram NORTH from SOLITH R I S I L I Total II R I S I L I Total 1? O 115 1 3 1 7 1 /S II 9 1 -7 1 1 1 1 .27 II 4 II to 164 1 Z 1 '7 II 0 I 9 1 0 l 3 I745 II-7 1 7 11(,,1 30 11 1 131 I 31 II GI 11 31 -713 1113 11313(a14.1 y3 II 16"G it a/7 2'00 11141 67 1 1 Z 1 32-11101 131 SI a8 II 60 112 I 1 13 1 9z II Z 1441s1 51 11 1'f3 II '-�o3 I'sl5 II I Z I I lg 1151 77 I it 1 3 II q 1 11 -7I ¢131 9q II 3 1401Zl q5 11 /JF 11 /80 II I I I II I I I II II I I I II I ! I II II 17-24 0113`{I /a 1g31 7511331 40 1361 /07 II 4 11(p81a9 I // 107s11 S 116911/ I i 9 11�re- Sit '76-7 II I I I ii I I I ii II 1 I t II I I I II II I ecs II I I 1 1 I► I I I I II Z II I I t o II I I I o II C7 II 2 PE�s II I 1 0 II I I t o II U 11 1 1 I Z II 1 I t o (I 11 Z 8IIz4I 13i 9II IIao1 lag II 931131�3o z7 745 IIZoI 151d(g1 s1 1111 1371311 g 11 114111171131 17,7 11 7 1 771121 3 11 4� z Sao I1Z¢1 3,Z 14(91 o.211 Z21 ".`1 Z? I /a 11 187 113 91 a(> 1171 14z. 11 3 11o8 1 /01 1;7 II I , 7 it L4 5 7 1 5/5 IIZZ13 1 is(✓I 09 111, 14Z IZ(oI a�> 11 /45 112 I 031 134 11 7 1 gZlZOI 103 11�,53 11 L448 II I I I II I I I II II I I I II I I I II II 430-t521l1 S 71 /09 11851 38o II Sol 149 I/Z. 1 357 II 73 II 3 I LI / 1 6-8 11.31 I 901661 47(� 11 105 II /79q II I 1 1. _ II 1 1 1 II 11 1 1 1 11 1 1 1 11 II i2'7511 1 1 1 3 11 1 1 1 / 11 4 II I I I Z 11 1 1 1 o II 'T II � o a MATTHEW J. DELICH , P.E. of 2 2272 GLEN HAVEN DRIVE - LOVELAND, CO 805.38 . A TABULAR Observer /�l K INTERSECTION OF L AAJDIA-)G5 SUMMARY OF VEHICLE COUNTS rD�ate 4 Z 1 77 Day PmtA Y Olty Fo p T l 0 Ll. /K)S Pater OFFICE 1 14��WAcIG AND R = Right tum S=Lefttrtt L =Lett tum BEGIN L.AAJ�lVG' i P_ O Nort South `,-.o-bWAtFL �APTIME OWAt_K T West T� tram NORTH I from SOUTH tram EAST I I from WEST R I S I L I Tonal II R I S I L I Total II I R I S I L 17atal II R I S I L I 7atal II 1730 113 1 10 I IA I .27 110 1 I I Z 1 3 II 1113 1 70 1 11 1 9 II IS I Z9 1 3 I o 11 / z1q II' 1741 745 114 1 1(9 11s1 35 11 1 I Z 1 Z 1 s 11 4a II2-41 R7 11-7 1 139 1121 144 1101 75- it ;Z/3 II as3 . 7so0 I110I 5 I t4 I a9 II Z I o I I I 3 II .3 1119 11 1 1141 la4 11 1315.5- 1 TI73 11 /97 II aa9 $I II l0 1 1 It I i6 II 1 1 1 1 21 q II 3o 1114 17 I I 9g 1115152. 1 7 1 Iq II /72-. II ao II I I I II I I I II It I I I II I i I II II h�-�3o11a31 q I 41117 II LlI q 1 7 1 /s II /32,- 117 0 13 3 31.5 1 qv4 11671/801as1a z II aIa it LEE II I I I II I I I II II I I I II I I I it II 13�r e II I I l a It I I t o II o II I I 12 11 1 1 I I II 3 II 3 ��711 I I t o II I I t o II � II I I I I II i i I v II I II I �IKEII I I t o II I I 1 o II o II I I I I II I I I I II 2 II z PETiII I I t o II I I t o II o II I I I b II I I t o II O II o II i I I II I I I II II I I I II I I t II II 30 11 a 1 5' 1 -7 1 11251 Ito IIy 1 �(, 11 -7e, II6-4175I1 7 1 /y/o jZ6I G._; IZ&I //7 11 3 II 339 4-45 114 1 1 15 1 /o 11231 16 1 24 1 57 II �g7 II&`b 1 10 1`7-1 /g/ 1131 1 97 1381 /&q 11 .349 it '4/io s-oo II & I Z I I I 7 II 24- I Z 1 12 Z I �, 7 11 7 C, II 59 11771 -6' 1 /9,3 112 71 ' 131 1 /56 11 33.E 11 1 ' s/5 II I_ 15"1 /S" 11Z&110 11-716� 8 it 3 I1L1731Z-Z1 /0 11221-75-1331 /3 q I 11 371 II I I I II I i I II It I I I it I 1 1 II li 430-5301Ia7I 7 1 /al 5`f 119816;- I7F1a3s 11 �9Z 11;30I31,` 1001 (,7q 11/061 I/a-75 111A 9 MATTHEW J. DELICH , P.E. 2272 GLEN HAVEN DRIVE �(? ZZ LOVELAND, CO 80538 Ottaer"r N tit INTERSECTION OF TABULAR SUMMARY OF VEHICLE (rCOUNTS U Date ZZ 97 Day t/ES f14? City Me T e0 LCr /AU S 10 A P D to A L. K AND T�gUT�dA) R = Right turn S= Stralprtt L = Left tum TIME BEGINS [� {30A2'�wAL �AoetWALK TOTAL NORh South —%2�JUTMit41J _ East Ewt AL TALL ALL from NORTH II from SOUTH from EAST �) from WEST R I S I L I Tatal II R I S I L I Total I R I S I L I Total II R I S I L I Total 1-730 II 2 14(o I 142 II Ilos 1 -7 I ilz 11 /60 11 I I I II 4 1 I Z I 4, II (, II- /GG 745 II 1 I �I I I II 1133 114 1 t/ II as II I I I 11131 13 I 6 li �� it a Iwo II 2 I !�I I I :� II 95 (lo I ios II lab II I I 11 7I I ( I 8 II g II /7(a �61 S II I 131 I I II 189 1 2 1 9/ 11 1 3 11 1 I 1 II 3 1 1 1 1 Iq II i y II s� it I I I II I I I II II I I I it I I I II II 173o83uil I: '� I I aYsll 12,Z1331 L/ssll 700 II I I I 11371 1 7 1 yy II 44 I.I 74 1 II I I I II I I I II II I I I II I I I II II I �� II I I I I II I I II Z II I I II I I t o II o II 7- Pe n l I I l 0 II I 1 o it o II I I I I I I U I o i31K� I I I I I II I I z II 3 II I II I I o 11 o II Pe : II I I t o II I I 1 0 II v II I I II I I I o it o II v II I I I II I I I II II I I i II I I I II II 4?OII5- 1i9I 18q II 147 121/a3 II;Co7 11 1 1 1 113Z1 1 41 31, 11 .3 II ; 4 3 44s 11 I 1 lot 1 1 /02- 11 1l&01 z51 / s II 47 II 1 I 1 11441 1 a 1 48 11 Ai9 II 335 500 II S 1105-1 1 //o 11 11Z?I 141143 II -5-3 11 -1 1 115-31 1 4 157 11 6-7 it 3/0 61s IIZ 11// I //8 11 117,1 IZ(oI y7 II a6's 11 I I 114571 I(o 1s 11 II I I I II I I I II II I I I II i I I II II h071 cl/ 1. 98 �� /o�z ��/ �/8 �19z �� /9� 1I /'205/ CITY OF FORT COLLINS TRAFFIC OPERATIONS SYSTEM DESIGN AND MONITORING 02-05-1997 ••• Weekly S.,, For Meek Of February 4, 1997 • 08:27 Pg 1 ..................................................................................................................................... ale: M0297001.PRN Sta: oaaa 010304 Id: DOOOOOOOOMT131 C4mnld: Ol lily/Tom: FORT COLLINS County: LARIMER ideation: BOARDWALK WIG 0FK EAST80UND Format: Lane lane/s: 1-1 Lnl-East ............................................................................................................................. ... ... 9 10 4 5 6 7 B Daily Wkday wend Time Sun Mon Tue Wed Thu Fri Sat Avg. Avg. Avg. _ _____ _____ _____ ------- ------- ....... J1:00 - - 27 27 - - - 27 21 0 :12:00 - - 6 13 - - - 10 10 0 u3:00 - - 9 B - - - 9 9 0 :;I: 00 - - 5 / - - - 6 6 0 05:00 - - 14 7 - - - 11 11 0 �'6:00 - - 39 31 - - - 35 35 0 J1:0G - - 72 69 - - - 71 71 0 39:00 - - 1B7 - - - - 107 197 0 09:00 - - 197 - - - 121 197 0 10:00 - - 261 - - - - 261 261 0 11:00 - - 253 - - - - 263 263 0 12: 00 - - 341 - - - - 341 341 0 13: 00 - - 405 - - - - 405 405 0 14:00 - - 410 - - - - 410 410 0 15:00 - - 415 - - - - 415 415 0 16:00 - - 360 - - - - 368 368 0 17:00 - - 461 - - - - 461 461 G 18:00 - - Ale - - - - 476 478 0 19:DO - - 273 - - - - 273 273 0 20:00 - - 201 - - - - 201 201 0 71:00 - - 152 - - - - 152 152 0 22:00 - - 177 - - - - 127 127 0 23:00 - - 65 - - - - 65 65 0 14:00 - - 41 - - - - 41 41 0 ---- .---- ---- ---- ---- ' — ----- ----- ------- Totals - - 4817 162 - - 4812 4812 0 .....--------------------------------- .----------- ....--------- .------------------------------------ .._...._------.__.-.-....___..__ A Avg WuLay - - 100.1 3.4 - - - A Avg Day - - 100.1 3.4 - - - AM Peak Nr None More 12:00 07:00 None None None AM Court - . 341 69 - - PH Peak Hr None None 10:00 None None None None PH Count - - 478 - - - - ............................................................................... .. CITY OF FORT COLLINS TRAFFIC OPERATIONS SYSTEM DESIGN AMC MONITORING 02.05-1991 — Weekly Gunmary For Week Of February 4, 1907 ... 00:21 Pg 1 r'Ile: 90297002.PRI1 Slat 000000010308 To: n000a0000m 13/ C.1d: 01 City/loin: FORT COLLINS County: LARINER Location: BOARDWALK E/O DFK WESTBOUND Ft.l: Lane Lane/6: 1-1 nl-Meat ---------------------------------- ____------- ___._.__..........................------__---____.._..------._._....-- 9 1G 4 5 6 7 B DailyAdaWkenO Time Sun Mon Tue Wed Thu Fri Sat Avg. Avg. Avg. ..... ----- ----- ----- ----- ----- ----- ----- ------- ....... _...— 01:00 - - 13 11 - - - 12 12 0 02:00 - - 6 9 - - - 8 a 0 02:00 - - 10 6 - - - 0 8 0 I14:00 - - 4 2 - - - 3 3 0 I15:00 - 0 8 - - - B B 0 06:00 - - 25 29 - - - 27 27 0 01:00 - - 91 93 - - - 92 92 0 08:00 - - 362 - - - - 362 367 0 09:00 - - 28B - - - 28B 268 0 10:00 - - 309 - - - - 309 309 0 13:00 - - 329 - - - - 329 329 0 12:00 - - 462 - - - - 462 462 0 13:00 - - 447 - - - - 447 447 0 14:00 - - 426 - - - - 426 426 0 15:00 - - 403 - - - - 403 403 0 16:00 - - 422 - - 422 422 0 17:00 - - 480 - - - - 400 480 0 18:00 - - 523 - - - - 523 523 0 19:00 - - 385 - - - - 365 US 0 20:00 - - 251 - - - - 251 251 0 21:00 - - 143 - - - - 143 143 0 22:00 - - 09 - - - - 99 Be 0 23:00 - - 64 - - - - 64 64 0 24:00 - - 25 - - - - 25 25 0 ..-'- ----- ----- ----- -_-- ----- ----- ----- ------- ....... ------- Tdtale - - 5565 ISO - - - 5566 5566 0 .................................................................................................................................... 4 Avg welay - - 100.0 2.6 4 Avg pay - - 100.0 2.9 - - - AM Peak Nr None None 12:00 07:00 Mon, Ndne More An Count - - 462 93 - - PM Peak Hr None None 16:00 None None None None PM Count - - 523 - - - - CITY OF FORT COLLINS T RAF IC OFF RATIONS SYSTEM OCS IGN AND MONITORING of 05. 1997 — weekly Sunury For week 01February 4, 1997 ", 08:21 Py 1 .................................................................................................................................... •ile: 90297003.PRN Ste: 000000010306 id: OOOOOUOUGHC at COmmld: 01 Aty/7own: FORT COLLINS County: LARIMER ..cation: JFK S/0 BOARDWALK NORTHBOUND Font] Line ,ane/s: 1-1 in) -North .............................................................................................................................. 9 10 4 5 6 7 B Daily wkday ..... Wend Bloc Sun Mon ..... ..... ..... TUC ..... Ned ..... Thu Fri Sat ..... ..... ..... Avg, Avg. Avg. U1:00 - - 9 9 - - - ......_ 9 ..... 9 ------. 0 112: DO - - 3 1 - - 2 2 0 ,13:00 - - 2 3 - - - 3 3 0 04:00 - - 2 3 - - - 3 3 0 On: 00 - - 1 2 - - - 2 2 0 J6:00 - - 5 1 - - - 3 3 0 07:00 - - 12 18 - - - 15 15 0 08: 00 - - 39 31 - - - 35 35 0 09: 00 - - 8o - - - - 80 60 0 10:00 - - 125 - - - - 125 125 0 11:00 - - 179 - - - - 179 179 0 12:00 - - 248 - - - 248 248 0 t3:00 - - 238 - - - - 238 238 0 14:00 - - 343 - - - - 343 343 0 15:00 - - 32D - - - - 320 320 0 16:00 - - 276 - - - - 270 278 0 17:00 - - 296 - - - - 226 296 0 18:00 - - 367 - - - - 367 367 0 11:00 - - 215 - - - - 275 275 0 'U:OU - - 108 - - - - IDB 108 0 21:00 - - 81 - - - - 81 81 D 22:00 - - 50 - - - - 58 58 0 23:00 - - 30 - - - - 30 30 0 24:00 - - ---- 14 - - - - 14 14 0 ----- --- mlals - - '—.. 3112 ---- Be ----- ----- ----- - - - ----'-- 3110 ....... 3110 ...---- 0 Avg "day - - 103.1 ^,2 - - - B Avg Day - - 100.1 2.2 - - AM Peak Ilr None None 12:00 09:00 None None None Ah Count - - 240 31 - - - PM Peek Mr None None 10:00 None None None None vM C.Unt - - ............................................................................................................................. 361 - - - - ...... CITY nF FORT COLLINS TRAFFIC OPERATIONS SYSTEM DESIGN AND MONITORING u2 05-1991 All weekly Sunrary For week OF February 3, 1997 ••" 08:33 Py 1 ......................................... ............................ .-------- .------ ............... .---------------- '----- ._....._. File: M0291004.PRN Ste: 000000010302 Id: miloo000ithe 13( Conn, To: O1 'Ily/Town: FORT COLLINS County: LARIMER location: JFK N/0 BOARWKK SORTHBOUND Foroa t4 Lane :ene/a: 1-1 Inl-South ........................................... ....------------ .---------------------------- .-------------- .-------------- ........... .. 9 3 4 5 G 7 0 Daily AD, ukend lime Sun Non rue Wed 11'. Fri Sat Avg. Avg. Avg. ..._ ..... ..... ..... ..... ..._ ._._. .__.. ..--... ....... ....... J1:00 - 7 3 - - - 5 5 0 IY:OC - - 1 2 - - - 2 2 0 JI:OO - - 0 0 - - - 0 D 0 .14: 00 - - 3 0 - - - 2 2 0 M3:00 - - 6 6 - - - 6 6 0 'J6:00 - - 10 10 - - 10 10 0 u7100 - - 32 26 - - - 29 29 0 08:00 - - 79 - - - - 79 79 0 69:0D - - 114 - - - 114 114 a IU:OO - - 131 - - - - 131 131 0 11:00 - - 179 - - - - 170 178 0 12:00 - - 252 - - - 252 252 0 'AIDED - - 286 - - - - 286 286 0 1.1:00 - 2fi3 263 - - - - 263 263 O 15:00 - 265 235 - - - - 250 250 0 16:00 - 276 262 - - - - 269 269 0 11:00 - 307 321 - - - - 31A 314 0 19:00 - 309 216 - - - - 292 292 0 19:00 - ISO 156 - - - - 157 157 0 10:00 - 117 97 - - - 107 107 0 21:00 - 53 61 - - - - 57 57 0 22:00 - 41 44 - - - - 43 43 0 13:00 - 20 1B - - - - to 19 0 24:00 - 10 B - - - - 9 9 0 -'--- ----- ----- ----- ---- ----- ---- ----- ------- ------- ------ lotsls - 101B 2B40 41 - - - 2973 2073 0 w Avg N1day - 63.3 EGA 1.6 - - - n Avg Be, - 63.3 91.9 1.6 - - - AN Peak Nr None None 12: ON 07:00 None None None AM Count - . 252 26 - - - I'M Peak Hr None 18:00 17:0G None Wane None None I'M Count - 308 321 - - - .................................................................................................................................... BOARDWALK W/O LANDINGS EASTBOUND HOUR ---- QUARTER HOUR ---- HOUR EACH * REPRESENTS 23 VEHICLES OF DAY let 2nd 3rd 4th TOTAL A DAS33 MEANS HOUR VOLUME < 12 - - - - - - - - - - - - - - - - - - - - - - - - - - ------ ------------------------------- 12 AM 7 6 5 3 21 1 AM 2 7 1 4 14 2 AM 1 0 2 1 4 - 3 AM 2 1 0 0 3 - 4 AM 2 2 1 4 9 - 5 AM 4 SO 17 14 45 ** 6 AM 23 23 19 33 98 RRkk 7 AM 26 40 51 84 203 ********* 8 AM 62 67 61 69 259 *********** 9 AM 87 61 76 83 327 10 AM 81 74 81 91 327 ***kRR%RRk*kkR 11 AM 109 87 117 123 436 ***RRR##kkkkkkRR«## 12 PM 108 144 .123 121 496 ********************** 1 PM 152 121 109 112 494 *************RkRkkk«k 2 PM 113 115 124 136 490 3 PM 102 140 133 149 524 ******************#***# 4 PM 138 128 123 171 560 ********#**k*k**#k#k#kk# 5 PM 173 148 156 108 585 ******************k##kkRk 6 PM 105 97 78 65 345 *************** 7 PM 78 52 46 63 239 ********** 8 PM 48 44 43 42 177 ******** 9 PM 48 22 32 29 131 ****** 10 PM 26 19 8 11 64 *** 11 PM 13 4 12 4 33 TOTAL VOLUME IS 5,884 VEHICLES. PEAK HOURS: MORNING PEAK HOUR VOLUME OF 436 BEGINS AT 11:00 AM ( 7 $) EVENING PEAK HOUR VOLUME OF 648 BEGINS AT 4:45 PM ( 3.1 $) BOARDWALK E/O LANDINGS WESTBOUND HOUR ---- QUARTER HOUR ---- HOUR EACH * REPRESENTS 20 VEHICLES OF DAY 1st 2nd 3rd 4th TOTAL A DASH MEANS HOUR VOLUME < 10 ------ ----- ----- ----- ----- ------ ------------------------------- 12 AM 11 3 1 7 22 1 AM 2 1 0 1 4 2 AM 5 1 2 2 10 3 AM 1 1 2 0 4 - 4 AM 1 2 1 7 11 5 AM 3 4 9 12 28 6 AM 15 22 25 54 116 ****** 7 AM 54 80 96 133 363 8 AM 103 92 98 67 380 9 AM 82 75 85 95 337 10 AM 64 65 97 90 316 RkkkRR%kR#kRR%kR 11 AM 84 106 105 117 412 *xx"*k*kR%k%RRRRRR:f Rk 12 PM 113 103 113 114 443 **"***Rk#kkkkR«RRR«#RR 1 PM 112 103 112 100 427 kkk%%kkkkkRRRRkRRkkkk 2 PM 112 102 110 113 437 3 PM 108 103 125 127 463 ****kk#RR#kRk##kRkRR#R# 4 PM 118 106 144 149 517 #kkRkkkR%*RkkR#kk**k*kkk*R 5 PM 124 132 115 113 484 6 PM 119 105 69 91 384 7 PM 63 55 57 33 208 8 PM 42 52 39 44 177 kzk#zRkzk 9 PM 35 21 33 18 107 ***** 10 PM 32 27 12 12 83 **** 11 PM 14 7 10 7 38 ** TOTAL VOLUME IS 5,771 VEHICLES. PEAK HOURS: MORNING PEAK HOUR VOLUME OF 426 BEGINS AT 7:45 AM ( 7 %) EVENING PEAK HOUR VOLUME OF 549 BEGINS AT 4:30 PM ( 10 %) DATA COLLECTION BEGAN AT 12AM ON WEDNESDAY, JANUARY 22, 1997. DATA COLLECTION BEGAN AT 12AM ON WEDNESDAY, JANUARY 22, 1997. LANDINGS S/O BOARDWALK NORTHBOUND HOUR ---- QUARTER HOUR ---- HOUR EACH * REPRESENTS 4 VEHICLES OF DAY 1st 2nd 3rd 4th TOTAL A DASH MEANS HOUP VOLUME < 2 ------ 12 AM ----- 0 ----- ----- 0 ----- 0 0 ------ 0 -------------------------------- - 1 AM 0 0 0 1 1 - 2 AM 0 0 0 0 0 - 3 AM 0 0 0 0 0 - 4 AM 0 0 0 0 0 - 5 AM 0 0 1 0 1 - 6 AM 1 1 2 6 10 *** 7 AM 2 4 6 8 20 ***** 8 AM 4 11 20 11 46 ************ 9 AM 17 17 13 8 55 ******x***xRkR 10 AM 12 14 21 22 69 ***************** 11 AM 16 22 18 16 74 *xx*Rxxx«Rxxfi RRxx*k 12 PM 18 20 17 15 70 *fiRzx**wkxRR*Rw«kR 1 PM 20 29 19 17 85 *****fi RRkRRkxRRfi%**** 2 PM 26 10 17 23 76 zxxRxkxxxRkk*R*«h*x 3 PM 11 11 17 20 59 *******kk*kRxxx 4 PM 17 16 20 16 69 ************k**k* 5 PM 18 15 11 10 •54 ************** 6 PM 9 12 3 9 33 ******** 7 PM 7 5 4 6 22 xfi xfi xx 8 PM 6 4 1 2 13 *** 9 PM 6 1 2 2 11 *** 10 PM 0 0 1 1 2 11 PM 2 1 0 0 3 TOTAL VOLUME IS 773 VEHICLES. PEAK HOURS: MORNING PEAK HOUR VOLUME OF 83 BEGINS AT 10:30 AM ( 11 %) EVENING PEAK HOUR VOLUME OF 91 BEGINS AT 1:15 PM ( 12 %) DATA COLLECTION BEGAN AT 12AM ON WEDNESDAY, JANUARY 22, 1997. LANDINGS N/O BOARDWALK SOUTHBOUND HOUR ---- QUARTER HOUR ---- HOUR EACH * REPRESENTS 7 VEHICLES OF DAY 1st 2nd 3rd 4th TOTAL A DASH MEANS HOUR VOLUME < 4 ------ 12 AM ----- 1 ----- ----- 1 2 ----- 1 ------ 5 ------------------------------ 1 AM 0 1 1 1 3 - 2 AM 2 1 1 1 5 3 AM 2 1 1 1 5 4 AM 1 0 1 0 2 - 5 AM 5 5 5 4 19 *** 6 AM 6 6 8 7 27 **** 7 AM 22 25 21 19 87 ************ 8 AM 27 27 27 27 108 xkwfi Rzxfi hzRxfi*« 9 AM 29 27 31 32 119 ***************** 10 AM 35 35 35 35 140 ****xR*««RRxxxzxRRk# 11 AM 46 46 45 45 182 ************************** 12 PM 48 49 45 53 195 1 PM 50 50 50 49 199 2 PM 46 45 46 45 182 *****««k««*k«««*khk*k#***k 3 PM 51 50 50 50 201 *****Rz«kxkx*««xR«xwzRz«fi zRxz 4 PM 52 52 52 52 208 5 PM 50 50 50 50 200 6 PM 34 34 34 34 136 7 PM 21 21 21 21 84 *RxxRxxzzkk* 8 PM 20 20 20 20 00 *********** 9 PM 13 10 10 10 43 ****** 10 PM 3 4 3 4 14 ** 11 PM 3 3 3 2 11 ** TOTAL VOLUME IS 2,255 VEHICLES. PEAK HOURS: MORNING PEAK HOUR VOLUME OF 182 BEGINS AT 11:00 AA ( 8 $) EVENING PEAK HOUR VOLUME OF 208 BEGINS AT 4:00 PM ( 9 $) DATA COLLECTION BEGAN AT 12AM ON WEDNESDAY, JANUARY 22, 1997. APPENDIX A n VII. CONCLUSIONS Thi$ study assessed the potential impacts of the High Point Office Park near Boardwalk Drive and Landings Drive in Fort Collins, ' Colorado. As a result of the analysis, the following conclusions were drawn: The potential impacts of the proposed project were evaluated at the following intersections: Boardwalk/JFK, Boardwalk/Landings, Boardwalk/High Point (proposed north access drive), Boardwalk/ Troutman, Boardwalk/proposed south access drive. The traffic impact analyses were performed for existing conditions and future Years 2000 and 2015. Future background traffic conditions without the project and total traffic conditions, with completion of the proposed project, were evaluated. ' Under existing conditions, each of the study intersections are currently operating at an acceptable level of service with the exception of the northbound movements from Landings Drive to Boardwalk Drive. The City of Fort Collins is currently considering modifications to this intersection, which would remove the northbound and southbound left -turn and through movements. ' For Year 2000 background and total traffic conditions, the study intersections are projected to operate at acceptable levels of service. It is not anticipated that traffic from the proposed ' project would significantly impact the traffic operations at the study intersections. For Year 2015 future background and total traffic conditions, the ' study intersections are projected to operate at acceptable levels of service with the following exceptions: the eastbound traffic at High Point Drive, and the eastbound left turn from Troutman. In urban, areas as traffic volumes on collector and arterial streets increase, delays to left -turn movements to these roadways will increase. The traffic at each of these locations would have opportunities to utilize alternative routes. No intersection improvements would be required due to the proposed project traffic. ' Pedestrian access to and from the proposed High Point Office Park is good. However, there are several gaps within the sidewalk system in the area surrounding the project site. Most of these gaps will be eliminated with the development of vacant parcels. ' Bicycle facilities are present within the entire study area. The project site will be directly connected to these facilities. Currently, transit service to the study area, which is provided by ' Route 1, is operating at an acceptable level of service. It. is anticipated that this level of service will be maintained or improved in the future. W TABLE 4 Year 2015 Intersection Operation Level of Service Intersection AM PM Background Traffic Boardwalk/JFK (signal) B B Boardwalk/Landings (stop sign) NB . RT A B SB RT A B EB LT A B WB LT A A Boardwalk/High Point (stop sign) WB LT/RT B C SB LT A B Boardwalk/Troutman (stop sign) EB LT C E EB RT A B NB LT A A Total Traffic Boardwalk/JFK (signal) B B Boardwalk/Landings (stop sign) NB RT A B SB RT A B EB LT A B WB LT A B •Boardwalk/High Point/Access (stop sign) EB LT/T/RT C E WB LT/T/RT B D NB LT A A SB LT A B Boardwalk/Troutman (stop sign) EB LT C E EB RT A B NB LT A A Boardwalk/South Access (stop sign) EB LT/RT B C NB LT A A 24 TABLE 3 Year 2000 Intersection Operation Level of Service Intersection AM PM Background Traffic Boardwalk/JFK (signal) B B Boardwalk/Landings (stop sign) NB RT A B SB RT A B EB LT A B WB LT A A Boardwalk/High Point (stop sign) WB LT/RT B C SB LT A A Boardwalk/Troutman (stop sign) EB LT C C EB RT A B NB LT A A Total Traffic Boardwalk/JFK (signal) B B Boardwalk/Landings (stop sign) NB RT A B SB RT A B EB LT A B WB LT A A Boardwalk/High Point/Access (stop sign) EB LT/T/RT B D WB LT/T/RT B C NB LT A A SB LT A A Boardwalk/Troutman (stop sign) EB LT C C EB RT A B NB LT A A Boardwalk/South Access (stop sign) EB LT/RT B C NB LT A A 23 factor of 1.0. Based upon the criteria set forth by the City of ..Fort Collins, the project site is located within an area defined as the "remainder of service area". Currently the level of service is LOS D, which is acceptable for this service area. It is anticipated that this level of service will be maintained or improved in the future with implementation of the City's Transit .Development flan. n n 22 PEDESTRIAN LEVEL OF SERVICE The pedestrian activity associated with the proposed project would be related to the following: individuals who work at the future ' office park and live within the adjacent neighborhood, and individuals who work at the office park and are destined to adjacent commercial facilities, such as banks and restaurants. ' Most'of the adjacent neighborhoods have good pedestrian facilities which provide connections to the proposed office park. Those individuals living to the east of the site must cross Boardwalk ' Drive. This crossing could occur at the pedestrian crosswalks a.t either Breakwater Drive or Westshore Way. Those pedestrians living north of these crossing would have to cross Boardwalk at unmarked locations. The need for additional crossing facilities for these ' individuals is unknown because the demand would not be determined until after completion of the project. It is anticipated that no additional crossings would be necessary. However, this should be ' re-evaluated after completion of the project. It would appear that a pedestrian crossing of Boardwalk Drive, similar to those at Westshore Way and Breakwater Drive, could be painted at Landings ' Drive and/or High Point Drive. Signalized pedestrian crossings of Boardwalk Drive are not recommended. As mentioned earlier, there are some gaps within the sidewalk system to the north of the project site. These gaps exist either adjacent to undeveloped ' parcels or adjacent to residential areas which were designed without sidewalks. It is anticipated that the sidewalk system will. be completed as development occurs on undeveloped parcels. Near ' the residential. area (on the east side of Landings, south of. Horsetooth), there are sidewalks on the opposite side of Landings Drive. gaps in the off -site sidewalk system are not the ' responsibility of this development. ,Pedestrian access to the adjacent commercial areas, primarily to the,west of the project site, is good. There are sidewalks within ' this area and the route is very direct and continunus. It is concluded that the pedestrian level of service is acceptable. BICYCLE LEVEL OF SERVICE There are bicycle facilities within the entire study area. The bicycle level of service to/from the proposed office park to adjacent areas is acceptable. TRANSIT LEVEL OF SERVICE ' The current transit level of service is determined based upon the following: the 12 hours of weekday service, 30 minute headways, a travel time factor of 2.0 to 3 of the 4 specific destinations suggested in the "Level of Service Manual," and the peak load 21 VI. TRANSPORTATION IMPACT ANALYSIS The previous chapter described the development of future traffic forecasts both with and without the proposed project. Intersection capacity analyses are conducted in this chapter for both scenarios to assess the potential impact of the proposed project generated traffic on the local street system. TRAFFIC ANALYSIS - YEAR 2000 The peak hour background and total traffic volumes for Year 2000, illustrated on Figures 4 and 7 respectively, were analyzed to determine the intersection delay and corresponding level. of service. Table 3 summarizes these results for Year 2000 background and total traffic conditions. Calculation forms are provided in Appendices D and E, respectively. As indicated in Table 3, the traffic movements at each of the study intersections are projected to operate at an acceptable level of service under future traffic conditions for Year 2000. As mentioned earlier, within the City of Fort Collins, the minimal 'acceptable level of service is LOS D or better. TRAFFIC ANALYSIS - YEAR 2015 ' The,Ye,ar 2015 peak hour traffic, volumes for background and total traffic -conditions were analyzed to determine the intersection delay and corresponding level of service. Table 4 summarizes these ' results. Calculation forms are provided in Appendices F and G, respectively. The level of service analysis shown in Table 4 indicates that the study intersections will continue to operate at acceptable levels of service, with the following exceptions: the eastbound traffic at High Point Drive, and the eastbound left turn from Troutman. It should be noted that, in urban areas as traffic volumes on collector and arterial streets increase, delays to minor street left -turn movements onto these roadways increase. The eastbound traffic exiting the proposed project site at High Point Drive are projected to experience delays. However, the site plan was designed such that this traffic would have the option of utilizing the south access drive which is projected to operate in the long range future with acceptable operating conditions. The eastbound left turn at Boardwalk and Troutman is projected to operate with long delays under both background and total traffic conditions for Year 2015. As mentioned above, this is a typical condition in urban settings. A review of the future total traffic projections also indicates that very few vehicles will experience these long delays. 20 N 4 J 00 0� / r\sS/1p4g0 90/1 pS Se ��'` `00��1�C' •� m q� 5 0- ��h\h Q O rr s s !ems 9 Site ♦�.� AM/PM Rounded to the Nearest 5 Vehicles. TOTAL PEAK HOUR TRAFFIC - YEAR 2015 ,N 5/20 5125 � w o 0 rn to C" 0 o s �s s Z° 5a ti o 0 Figure 8 19 co z� �a o� �3'SiZss rss 854zs i Site AM / PM Rounded to the Nearest 5 Vehicles. TOTAL PEAK HOUR TRAFFIC - ' YEAR 2000 18 Figure 7 1 V. FUTURE TOTAL TRAFFIC PROJECTIONS ' The future total traffic projections reflect future traffic conditions with the traffic from the proposed High Point Office Park project. The future total traffic projections were developed for Years 2000 and 2015. TOTAL TRAFFIC - YEAR 2000 ' The total traffic for Year 2000 was developed by adding traffic from the proposed project to the background traffic for Year 2000. The resulting peak hour- total traffic projections for Year 2000 are shown on Figure 7. ,TOTAL TRAFFIC - YEAR 2015 ' The total traffic for Year 2015 was developed by adding traffic from the proposed project to the background traffic for Year 201.5. The resulting peak hour total traffic projections for Year 2015 are shown on Figure 8. 17 Imop \♦ Site -..� AM / PM 3�20 v+ 4' A& N SITE GENERATED PEAK HOUR TRAFFIC 16 Figure 6 a Land Use Office - 55 KSF TABLE 2 Trip Generation Daily Trips 910 15 A.M. Peak Trips Trips in out 107 13 P.M. Peak Trips Trips in out 20 100 IV. PROJECT TRAFFIC PROJECTIONS Development of traffic projections for the proposed High Point Office Park project involved the following steps: estimation of trip generation, development of a trip distribution, and assignment of traffic to the roadway system. TRIP GENERATION ' Standard traffic generation characteristics compiled by the Institute of Transportation Engineers in their report entitled Trip Generation, 5th Edition, 1991, were utilized to develop trip ' generation estimates for the proposed. High Point Office Park. The ps'timated trip generation is shown in Table L. Land use code 710 •(General Office) was used to determine the trip generation. A vehicle trip is defined as a one-way vehicle movement from a point of 'origin to a point of destination. ' TRIP DISTRIBUTION The overall directional distribution of the site generated traffic was determined based on the location of the site within the City of Fort Collins and the existing traffic patterns and system in this area. The trip distribution used in the subsequent traffic ' assignment is as follows: approximately 30 percent to the north on JFK and Landings, ' approximately 30 percent to the south on Boardwalk, approximately 30 percent to the west on Boardwalk, and approximately 10 percent to the west on Troutman. ' TRAFFIC ASSIGNMENT Traffic assignment is how the generated and distributed trips are ' expected to be loaded on the roadway network. The site generated trip assignments are shown on Figure 6. 1 14 co -0At =Q Site AM/PM Rounded to the Nearest 5 Vehicles. Access „ _ _ BACKGROUND PEAK HOUR TRAFFIC - ' YEAR 2015 N Figure 5 A. �T k� 410 ,0 a� I �♦ Site AM/PM Rounded to the Nearest 5 Vehicles. w BACKGROUND PEAK HOUR TRAFFIC - YEAR 2000 N Figure 4 12 BACKGROUND TRAFFIC — YEAR 2015 Future projections of background traffic for Year 2015 were developed by factoring the existing traffic to account for overall ' 'growth and adding traffic from proposed developments. Area Wide Traffic Growth ' An overall growth in traffic of approximately 1.5 percent annually was applied to the study intersections. The existing traffic ' volumes were adjusted upward by a total of 1.3 to reflect this area wide growth. Traffic From Nearby Pro'ects The Landings Office Park development project, mentioned in the Year ' 2000 analysis, was accounted for in the Year 2015 analysis. Background Traffic Year 2015 The peak hour background traffic for Year 2015 is depicted on Figure 5. As mentioned above, this was developed by factoring existing traffic to account for growth near the study area and adding traffic from nearby developments. 1 11 III. FUTURE BACKGROUND TRAFFIC PROJECTIONS ' In order to properly evaluate the potential impact of the proposed High Point Office Park project on the local traffic conditions, future traffic volumes were first estimated for the study area without the project. These future forecasts reflect the growth ' that, is expected from overall development in and around the City of Fort Collins and from proposed projects in the vicinity of the project site. BACKGROUND TRAFFIC - YEAR 2000 The growth reflected in Year 2000 Background Traffic is based on two factors: general area growth, and traffic generated by specific projects located near the study intersections. Future Roadway_System It was assumed that the intersection of Boardwalk and Landings would be modified to eliminate the northbound and southbound left - turn and through movements. Area Wide Traffic Growth ' Based upon historical traffic growth and information within the North Front Range Regional Transportation Plan, October 1994, it ' was determined that traffic within the study area has increased by approximately 1.5 percent per year. Traffic From Nearby Proiects Based upon data available from other traffic studies, the following project is planned within the short range future: the Landings Office Park development, located on the north side of Boardwalk. This development is currently under construction. Background Traffic - Year 2000 The peak hour background traffic for Year 2000 is depicted on Figure 4. As mentioned above this was developed by factoring existing traffic to account for overall qrowth within the area and accounting for traffic from other proposed projects near the study area. 10 TABLE 1 Existing Intersection Operation Level of Service Intersection AM PM Boardwalk/JFK (signal) B B Boardwalk/Landings (stop sign) NB LT/T/RT B F SB LT C E SB T/RT B B EB LT A B WB LT A A Boardwalk/High Point (stop sign) WB LT/RT B C SB LT A A Boardwalk/Troutman (stop sign) EB LT B C EB RT A B NB LT A A n a 0